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Plans 1q3ff 1 August 25, 2017 r Ms. Miguel Hidalgo BORA Associates 720 SW Washington, Suite 800 Portland, OR 97205 Re: Durham Education Center Tigard, OR Building Permit Set Dear Miguel: Attached please find calculations sheets 1 through 96, dated August 25, 2017, which verify the structural adequacy of the Building Structural Design for Durham Education Center, as shown on drawings S001 through S705, and dated August 28, 2017. Design is based on the requirements of the 2014 Oregon Structural Specialty Code, based on the 2012 International Building Code. If you have any questions or need further information, please call me. Sincerely, f• Aaron H. Stocek, SE sty Associate ��Q�EO PR�hr�,` ;�_O i JI 4.* 9577. Aff DREG v; 41.2,,AO. < q01. P' pe f vim RES: 1241-17 I f • Project By Sheet No. Consulting Engineers Tigard-Tualatin School District AHS Durham Education Center 3 Location Tigard, OR EMIDate Job No. BORA Architects 08/25/2017 10021700152 Project: Durham Education Center Principal: Jerry Abdie, SE Project Manager: Aaron Stocek, SE KPFF Job No.: 10021700152 I STRUCTURAL CALCULATIONS INDEX Description Page Number From To Structural Design Criteria 3 8 IStructural Framing Calculations 9 34 Column Footing Calculations 35 40 Lateral Force Calculations 41 57 IMiscellaneous Design 58 96 1 I I I I 1 1 4 1 131= By Sheet No. Project o s 9 E 9 BefS Tigard-Tualatin School District AHS 4 I Durham Education Center Date Job No. Location Tigard, OR EMI BORA Architects 08/25/2017 10021700152 Structural Design Criteria I Building Code: 2014 Oregon Structural Specialty Code,based upon 2012 International Building Code Documents: ACI 318-11, Building Code Requirements Structural Structures Concrete I Reference ACI 530-11, Building Code Requirements for MasonrAF&PA,NDS 2012,National Design Specification for Wood Construction AISC Steel Construction Manual 2012, 14th Edition and Other Structures 1 ASCE 7-10, Minimum Design Loads for Buildings AWS D1.1-04, D1.3-98,D1.44--09, StructuraleOlding Codes Snow Load Analysis for Oregon 2007, by Live Loads: 27 psf Roof Snow 40 psf Classrooms Corridors above 1st Floor 80 Stairs 100 psf 150 psf Library 50 psf Offices Mechanical Room Equipment Weight or 50 psf Lateral Loads: Seismic Ss=0.96g, Si =0.42g Fa= 1.12, F,= 1.58 Site Class D SDS=0.71g, SD1 =0.44g 111 Importance Factor, IE= 1.25 Wind Basic Wind Speed= 130 mph (3-second gust) Exposure Category B Enclosure Classification= Fully Enclosed Risk Category III Snow Design Roof Snow Load, P=27 psf Ground Snow Load, Pg= 11 psf Importance Factor, Is= 1.1 I I 5 Project By Sheet No. Co�sW 1Fnginee�� igard-Tualatin School District AH Durham Education Center Location Tigard, OR EMIDate Job No. BORA Architects 08/25/2017 10021700152 Structural Design Criteria (cont.) IFoundations: Geotechnical Engineer GRI Report No./Date 5970-G Geotechnical RPT May 31, 2017 IFoundation Bearing Material Granular Pads on Native Soils or Structural Fill Engineered Spread Footing Allowable Bearing Pressures At Grade Dead + Live 2500 psf Dead +Live+Wind or Seismic 3330 psf ! I 1 t 6I EINI By Sheet No. Project c'''''"''''e Tigard-Tualatin School District AHS 6 I Durham Education CenterEMI Date Job No. Location Tigard,OR BORA Architects 08/25/2017 10021700152 Structural Materials: Concrete: ACI 318-11 II' - fcat28da s 3500 I si Slab-On-Grade F4000 .si Panels oo 5000 .si Tilt 1 Reinforcing Steel: ACI 318-11 Supplementary Requirements S1, Fy=60 ksi #4 and Larger: ASTM A615,Grade ding:AWS D1.4-98 ry I Structural Steel: AISC Manual, 14th Edition Welding: AWS D1.1-04 ASTM No. INSIMIIII Beams,Girders,Columns A36 36 36 A572,Grade 50 4650 1 Tube Steel A500,Grade B Pipe A53,Grade B EINNININI A36 36 Plates A325-SC 92 Connection Bolts F1554,Grade 36 36 Anchor Bolts I ACI 530-11 Reinforced Concrete Masonry: fm= 1,500 psi,fully grouted Masonry: Special Inspection: Yes _ ASTM No. 28 Da Stren•th Hollow CMU C90, Grade N-1 1,900 psi Mortar C270,T pe S 1111111111111111111 psi Grout C476 2,000I I I I 1 7 1 Project By Sheet No. Tigard-Tualatin School District Durham Education Center AHS 7 Location Tigard, OR Date Job No. Client BORA Architects 08/25/2017 10021700152 Wood: NDS 2015 Sawn Lumber: Douglas Fir-Larch Size Classification Grade Strength Properties(psi) Dim. Lumber 2"to 4"Thick No.2 900 575 180 625 1,350 E1.6 6 /10 Beams 5"x5"and Greater No. 1 1,350 675 170 625 925 1.6 Posts 5"x5"and Greater No. 1 1,200 825 170 625 1,000 1.6 T&G Decking Commercial 1,450 -- -- 625 -- 1.7 Sill Plates: Pressure Treated Douglas Fir-Larch No.2 Structural Glued-Laminated Timber: Douglas Fir/Douglas Fir rGrade Strength Properties g P (psi) Fbxt Fbxc Ft Fvx Fh, Fcp Fc EX/106 Ey/106 EZ/106 24F-V4 2400 1850 1100 240 210 650 1650 1.8 1.6 1.7 24F-V8 2400 2400 1100 240 210 650 1650 1.8 1.6 1.7 I I I I I I 1 I 8 1 By Sheet No. Project 12!1.I Consult,ng r°g10Pe15 Tigard-Tualatin School District AHS 8 Durham Education Center Tigard, OR Date Job No. Location Client BORA Architects 08/25/2017 10021700152 Roof Loads (psf) Typical PV Panels PV Panels - 5.02 0 2.0 Roofing 3.0 3.0 Sheathing 3.0 3.0 Insulation 1.0 1.0 Ceiling 1.0 1.0 Mechanical and Electrical 1 0 1.0 Fire Sprinklers 4.0 4.0 Framing Dead Load 15.0 120.0 plans for Drift) 1 27.0 Snow Load (ref. 27.042.0 I 47.0 Total Load 2nd Floor Loads Loads (psf) Classrooms Library Corridors Light Storage 1.0 1.0 1.0 1.0 Finish 15.0 1-1/2" Gyperete 15.0 15.0 15.05 0 5 0 5.0 Sheathing 5.0 Ceiling 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Mechanical and Electrical 1.0 1 0 1 0 1.0 Fire Sprinklers 1.0 Framing 6.0 6.0 6.0 6.0 Dead Load30.0 30.0 30.0 30.0 1150.0 180.0 125.0 Live Load 1 40.0 L� Total Load I 70.0 I 180.0 I 110.0 I 155.0 I I I I � 9 � STRUCTURAL FRAMING CALCULATIONS 1 1 i 1 1 1 1 1 1 1 1 aFORIE ' 30B SUMMARY REPORT Durham7oists&Beams.4te 1001.;Roof I Member Name Results Current Solution Comments Grid G Passed 1 Piece(s)5 1/2"x 9"24F-V4 DF Glulam Grid H Beams-Covered Play Passed 1 Piece(s)5 1/2"x 18"24F-V4 DF Glulam Grid A.1 Passed 1 Piece(s)5 1/2"x 12"24F-V4 OF Glulam .Grid C/4-7 Passed 1 Piece(s)5 1/2"x 24"24F-VB DF Glulam 111 Covered Play Beams-Grid G-H Passed 1 Piece(s)5 1/2"x 18"24F-V4 DF Glulam Grid E Beam Passed 1 Piece(s)5 1/2"x 24"24F-V4 DF Glulam Grid A/4-7 Passed 1 Piece(s)5 1/2"x 18"24F-V4 OF Glulam Grid DIE Passed 1 Piece(s)11 7/8"TM®560D @ 24"OC Grid 2/3 Passed 1 Piece(s)14"TX®110 @ 24"OC Grid D-E Beams Passed 1 Piece(s)5 1/2"x 12"24F-V4 DF Glulam O2 Level 2 Member Name Results Current Solution Comments Mechanical Attic Passed 1 Piece(s)5 1/2"x 12"24F-V4 OF Glulam Mechanical Attic Passed 1 Piece(s)16"TX®560 @ 16"OC Balcony Passed 1 Piece(s)11 7/8"TM®210 @ 16"OC Grid D-E Beam Passed 1 Piece(s)5 1/2"x 15"24F-V4 DF Glulam Grid 7 Passed 1 Piece(s)5 1/2"x 15"24F-V4 DF Glulam Hub Classroom Passed 1 Piece(s)16"TN®230 @ 16"OC Grid E/9 Passed 1 Piece(s)5 1/2"x 12"24F-V4 DF Glulam Grid A.1/5-7 Passed 1 Piece(s)5 1/2"x 12"24F-V4 DF Glulam Grid 7/C-B Passed 1 Piece(s)5 1/2"x 15"24F-V4 DF Glulam Grid E Beam Passed 1 Piece(s)5 1/2"x 24"24F-V4 DF Glulam Grid 4-7 Passed 1 Piece(s)16"TM®360 @ 16"OC I I I 1 I I I I I 1 1 MEMBER REPORT Roof,Grid G 1 piece(s) 5 1/2"x 9" 24F-V4 DF Glulam PASSED 11 IOverall Length:8°5" I + 7°6" I 0 All locations are measured from the outside face of left support(or left cantilever end).Afl dimensions are horizontal.;Drawing isConceptual I Desk°n l Results AcEeral @ Location Member Res (lbs) 3522 4" Allowed Result LOP Load:Combination(Pattern) System:Roof 9934(4.25") Passed 35°Jo y Shear(lbs) 2574 @ 1'21/2" ( ) -- 1.0 D+1.0 S(All Spans) Member Type:Flush Beam 10057 Passed(26%) 1.15 1.0 D+1.0 5(All Spans) Building Use:Residential IPos Moment(Ft-lbs) 6442 @ 4'1 1/4" 17078 Passed(38%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2012 Uve Load Defl.(in) 0.066 @ 4'2 1/2" 0.258 Passed(L/999+) -- 1.0 D+1.0 S(All Spans) Design Methods Total load Defi.(in) 0.116 @ 4'2 1/2" 0.387 Methodology:ASD •Deflection criteria:LL(L/360)and TL(1/240), Passed{lJ803) 1.0 D+1.0 S{All Spans) Member Pitch:0/12 I •Top Edge Bracing(Lu):Top compression edge must be braced at 8'3"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 8'3"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=7'9". •The effects of positive or negative camber have not been accounted for when calculating deflection. I •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Loads to Supports(lbs) 'Supports Tota! Araflabl Roof Requhxd Dead Lhre Snow Total dories 1-Stud wail-SPF 5.50" 4.25" 5.50" 4.25" 1.52" 2569 2525 2045 5I24 1 1/4"Rim Board Z-Skudwall-5PF •Rim Board is assumed to carry all loads applied directlybypassing i " 1564 1515 2045 5124 above t t, the member being designed. 1 I/9"Rim Board 1 (.Oa5 Location(Side) Tributary Dead Roof Lire Snow Width (0.90) tron-mese .25) (1.1.5) Comments 0-Seff Weight(PLF) 1 1/4"to 8'3 3/4• N/A 12.0 1•Uniform(PSF) aro 8's"(Front) 19' 20.0 20.0 27.0 Roof Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product d SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser criteria re f published design values. `i I (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed this Bware.Use for of this soft details, circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is 9 by software. software is not intended to assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified responsible toforestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387s nd o�tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/servicesjs CodeReports.aspx. The product application,input design loads,dimensions and support information have beenrovided P by Forte Software Operator I I I E 'a'-'.....0' " u i;, .r r MEMBER REPORT Roof,Grid H Beams-Covered Play PASSED 12 1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam Overall Length:16'4" I + I Ali locations are measured from the outside face of left support(or left cantilever end).Afl dimensions are horizontal.;Drawing is Conceptual LOP Load:Combination(Pattern)` System:Roof Desi n Results Actual Location AllowedResult 0 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Member Reaction(lbs) 3309 0 3 1/2" 13406(3.75") Passed(25%) mBening Use:Residential B ai 20114 Passed(16%) ® 1.0 D+1.0 S(All Spans)Shear(lbs) 3265�1'11" Building Code:IBC 2012 1.0 D+1.0 S(All Spans) Design Methodology:ASD Pos Moment(Ft-lbs) 24754�7'10 3/4" 67035 Passed(37%) ® 1.0 D+1.0 S(Ali Spans) Live Load Dell(in) 0.095 8'1 1/2" 0.525 Passed(1/999+} 1.0 D+1.0 S(All SpansMember Pitch:0/12 Total Load Defl.(in) 0.185 0 8'1 1/2" 0.788 Passed(L1999+) Ill•Deflection criteria:U.(L/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 16'2"o/c unless detailed otherwise. on edge must be •BottomriE�tiv momene Bracing tu):Bottom adjusted by a volmie factor of 09 that wa calculated o/c using le gth Ldetailed ot15'9". e. •Thee Pos •The effects of positive or negative camber have not been accounted for when calculating deflection. the manufacturer. •The specified glulam is assumed to have Its strong laminations at the bottom of the beam.Install with proper side up as indicated byI•Applicable calculations are based on NOS. Bearing Loads to Supports(ins) Total Available Required Dead Snow Total Aewser ea 1Supports NM 1685 3309 1 1/4"Rim Board 2-Column Cap-steel 5.00" 3.75" 1.50" 2-Column Cap-steel 5.00" 3.75" 1.50" 1564 1615 3179 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above IL bypassing the member being designed. Tributary Dead Snow Loads Location(Side)` Width (0.90) (1.15) 0.Self Weight(PLF) N/A 24.1 1-Point(Ib) 8'(Front) N/A 2800 3300 Roof (tt)SLSSTAtNA9LE FORESTRY INITIATIVE Weyerhaeuser Notes , �f'' Weyerhaeuser warrants Pldisclaims any of its other warns soducts related to the software.Refer to�e In accordance with r tWeyerh roduct design rliterature foteria and r installation details.design u� Weyerhaeuser expressly ries(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent(wcthe need professional as determined by the authority having jurisdiction.The designer of record,builder or framer Is responsible arethat the need for a design certified to sustainable ESR-1153 and ESR-1387 and/or tested in assure that this calculation Is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports SR-11 Band .aspx. accordance with applicable ASTM standards. For current code evaluation reports refer to http://www. Forte Software rvicesOperatar The product application,input design loads,dimensions and support information have been provided by I I I ill - ,-',4-^it,Sctw,re CpeWzr Jab"oes �.. )1 -_ -� _ . � __ . t: r9 \,,F 50 11 e IlaFORTE MEMBER REPORT Roof,Grid A.1 PASSED 1 pieces) 5 1/2" x 12" 24F-V4 DF Glulam 13 Overall Length:12'11" i + 0 + 4 44 I 12' Q 1 0 All locations are measured from the outside face of left support(or left cantilever end).AIl dimensions are horizontal.;Drawing is Conceptual I Design Results Actual 0 Location Allowed Result LOP Load:Combination(Pattern) System: Member Reaction(lbs) 4880 @ 4" 9934(4.25') Passed(49%) -- 1.0 D+1.0 S(All Spans) Member T pef :Flush Bea Shear(lbs) 3840 @ 1'5 1/2" 13409 Passed(29%) 1.15 1.0 0+1.0 5(Ali Spans) Building Use:Residential m IPos Moment(Ft-lbs) 14407 @ 6'4 1/4" 30360 Passed(47%) L15 LO D+1.0 S(All Spans) Building Code:IBC 2012 Live Load Def.(in) 0.154 @ 6'5 1/2" 0.408 Passed(1./957) — 1.0 D+1.0 5(Ail Spans) Design Methodology:ASD Total Load Deft.(in) 0.273 @ 6'5 1/2" 0.613 Passed((./539 •Deflection criteria:LL(1/360)and Ti.(1/240). ) -- 1.0 D+1.0 S(All Spans) Member Pitch:0/12 •Tap Edge Bracing(Lu):Top compression edge must be braced at 12'9"o/c unless detailed otherwise. I •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 12'9"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=12'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have Its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. I •Applicable calculations are based on NOS. Bearing Loads to Supports(lbs) ISupports Total Available Required Dead Snow Total Accessories 1-Stud wall-SPF 5.50" 4.25" 2.09" 2169 2790 4959 1 1/4"Rim Board 2-Stud wall-SPF 5.50" 4.25" 2.09" 2169 2790 4959 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Snow Loadss Location(Side) Width (0.90) (115) Comments 0-Self Weight(PLF) 1 1/4"to 12'9 3/4" N/A 16.0 in1-Uniform(PSF) 0 to 12'11"(Front) 16' 20.0 27.0 Roof Weyerhaeuser Notes i ' Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuseraan0 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current product ser literature fopublished r installation values. 111 I (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed circumvent the need for a design professional as determined by the authority having jurisdictio .The dyesiginer offrreecoord Use this software mer is not intended to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third- responsible to forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports53 certified 187 and/bre accordance with applicable ASTM standards. For current code evaluation reports refer to h ESR-I153 and ESR-1387 and/or tested in ttp://www.woodbywy.com(servkes/s CadeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I 1 3Fr s 7 '`i ! „kms 1"-,4.4'e 1 PASSED 1 °' MEMBER REPORT Roof,Grid C/4-7 14 1 piece(s) 5 1/2"x 24" 24F-V8 DF Glulam Overall Length:27'10" I 4 + I o _ 0 I 1 y 26'6" X 4' o a z All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(lbs) 14068 @i 6 I/2" 15778(6.75") Passed(89%) — 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Shear(lbs) 11156 0 2'8" 26818 Passed(42%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential 2012 Pos Moment(Ft-lbs) 81020 Co 12'4 9/16" 109820 Passed(74%) 1.15 1.0 0+1.0 S(All Spans) . Building Code:IBC :12o Live Load Defl.(in) 0.486 0 13'5 3/8" 0.892 Passed(L/661) -- 1.0 D+1.0 S(All Spans) Member Design Methodology Pitcos 0 Total Load Defl.(in) 0.878 0 13'5 9/16" 1.337 Passed(L/366) -- 1.0 D+1.0 S(All Spans) 12 •Deflection criteria:LI.(L/360)and TI.(L1240). •Top Edge Bracing(Lu):Top compression edge must be braced at 27'8"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 27 8"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 0.90 that was calculated using length L=26'9". •The effects of positive or negative camber have not been accounted for when calculating deflection. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibe) II Supports Total Available Required Dead Snow Total Accessories 1-Stud wall-SPF 8.00" 6.75" 6.02" 6290 7893 14183 1 1/4"Rim Board 2-Stud wall-SPF 8.00" 6.75" 3.18" 3416 4014 7430 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Snow Loads Location(Side) Width (0.90) (1.15) Comments 0-Self Weight(PLF) 1 1/4"to 27'8 3/4" N/A 32.1 1-Uniform(PSF) 0 to 18'(Front) 21'6" 20.0 27.0 Roof 2-Uniform(PSF) 0 to 27'(Front) 2' 20.0 27.0 Roof n Weyerhaeuser Notes , _ -r (ZS}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,Bloddng Panels and Squash Blocks)are not designed by this software.Use of this software is not intended to circumvent the need for a design der or framer is responsible ta assure that this calculation mpatblesiwith the onal as determined e alll project.Products manufactured at eyerhaeuser facilities third-party certified tous stainable accordance with applicable ASTM standards. For current standards.Weyerhaeuser Engineered Lumber tccode evaluatucts have ion reports refereto http://www.woodby ICC ES under nbywy.com/servicests_ical reports 3 aCodeReports espx.nd ESR-1387 d/or tested in The product application,input design loads,dimensions and support information have been provided by Forte Software Operator 111I I I Fe2e i Sclwareres€ rhEes 1522017 1 42 2_19 Pki I , i22411,37` ..o ,s&E,-,t -.W a aiw °a 1 -...:nart 2.h:=' Cr.., I .- MEMBER REPORT Roof,Covered Play Beams-Grid G-H PASSED 1 piece(s) 5 1/2"x 18" 24F-V4 DF Glulam 15 1 Overall Length:28'5" 1 ' o 0 - i. 2T 6" El x2 All Locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual IDesign Results Actual C Location Allowed Result LDF Load:Combination(Pattern) System:Roof Member Reaction(Ibs) 5974 0128'1" 9934(4.25") Passed(60%) -- 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Shear(ibs) 5189 Co 1'11 1/2" 20114 Passed(26%) 1.15 1.0 D+1.0 5(All Spans) Building Use:Residential IPos Moment(Ft-lbs) 40771 @ 14'2 1/2" 63344 Passed(64%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2012 Live Load Defl.(in) 0.636©14'2 1/2" 0.925 Passed(L/523) -- 1.0 D+1.0 5(All Spans) Design Methodology Total Load Defl.(in) 1.175 @ 14'2 1/2" 1.388 Passed ASD (L/284) 1.0 D+1.0 5(AI{Spans) Member Pitch:0112 •Deflection criteria:LL(IJ360)and TL(Lt240). •Top Edge Bracing(Lu):Top compression edge must be braced at 28'4"o/c unless detailed otherwise. I •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 28'4"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 0.93 that was calculated using length L=27'9". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam Is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. I •Applicable calculations are based on NDS. Bearing Loads to Supports(!los) ISupports Total Available Required Dead Snow Total Accessories 1-Column Cap-steel 5.50" 5.50" 1.68" 2757 3261 6018 Blocking 2-Stud wall-SPF 5.50" 4.25" 2.6" 2755 3261 6016 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above It,bypassing the member being designed. la •8 n Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Tributary Dead Snow Loads r Location(Side) Width (0.90) (;1. Comments I0-Self Weight(PLFj 0 to 28'3 3/4" N/A 24.1 1-Uniform(PSF) 0 to 28'S"(Front) 8'6" 20.0 27.0 Roof Weyerhaeuser Notes /n� I Weyerhaeuser warrants that the sizingof its SUSTAINABLE fOResm INITIATIVE Weyerhaeuser Products win be in accordance with Weyerhaeuser product design criteria and published design values. YC expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Acccssories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of this softwareis not Intended to circumvent the need fora 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 Iforestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy,com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I 1vyare C,IterT,Ir ks w.s r;P r.:i':?w t,... wia Elia<it. 1 C:.`?..',J I rC3F_ 6 am't - -- MEMBER REPORT Roof,Grid E Beam PASSED16 1 piece(s) 5 1/2" x 24" 24F-V4 DF Glulam Overall Length:24'9" + 1 + o f5 d 23 6" '( a ° 1 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual LDF Load:Combination(Pattern) System:Roof Design Results Actual I Location Allowed '�? Result — _ Member Type:Rush Beam 11352 @ 6" 22344(6.25") Passed(51%) 1.0 D+1.0 S(All Spans) Member Reaction(lbs} Shear(lbs) 9020 0 2'7 1/2" 26818 Passed(34%) 1.15 1.0 D+1.0 S(All Spans) BuBuilding UseResidential , ilding Code s 2012 Fos Moment(Ft-lbs) 65226 @ 12'3 1/4" 111134 Passed(59%) 1.15 1.0 D+1.0 S(All Spans) Dusign Methodology:12D Live Load Defl.(in) 0.322 @ 12'4 1/2" 0.792 Passed(L/885) — 1.0 D+1.0 S(All Spans) Total Load Defl.(in) 0.581 @ 12'4 1/2" 1.188 Passed(L/491) 1.0 D+1.0 S(All Spans) Member Pitch:0/12 •Deflection criteria:U.(1/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 24'7"o/c unless detailed otherwise. I•Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 24'7"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 0.92 that was calculated using length L=23'9". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified giulam is assumed to have Its strong laminations at the bottom of the beam.Install with proper side up as Indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Loads to Support.(ibs) Supports Total Available Required Dead Snow Total Accessories 1-Column Cap-steel 7.50 6.25" 3.18" 5096 4703 6348 16147 1 1/4"Rim Board I 2-Column Cap-steel 7.50" 6.25" 3.18" 5096 4703 6348 16147 1 1/4"Rim Board •Rim Board Is assumed to carry all loads applied directly above it,bypassing the member being designed. I Tributary Dead Roof Live Snow Loads Location(Side} Width (0.90) . (non-aww:125) (1.15) comments 0-Self Weight(PLF) 1 1/4"to 24'7 3/4" N/A 32.1 1-Uniform(PSF) 0 to 24'9"(Front) 19' 20.0 20.0 27.0 Roof n ITI Weyerhaeuser Notes (�})SUSTAINABLE FORESTRY INATIVE Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. YY Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser��ure re.Useor of installation dde ails. il not intended to (www.woodbywy.com)Accessories(Rim Board,Blodring Panels and Squash Blocks)are not designed by this circumvent the need for a design assure that this calculation IIss compat ible with the overallnal as � project Products manhe authority ufacturedving jurisdiction. a Woeyerhaeuser facilities are thirdesigner of record, d-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technicalnareportsESR-1153C a adR� 8r��/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator 1 I I Eat S-ftvt ate',..teeta t ri I ttrtrt No,cs £ • ; 01 ,,, ' 1 44 ( rt lier1FORTE MEMBER REPORT Roof, Grid A/4-7 1 piece(s) 5 1/2" x 18" 24F-V4 DF Glulam PASSED 17 IOverall Length:27'8" o 0 III III ,. 26'6" III a All locations are measured from the outside face of left su D pport(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual IDesign Results Actual 0 Location Mowed Result Member Reaction lbs LDF Load:Combination(Pattern) System:Roof ( ) 8297 CTD 5 1/2" 20556(5.75") Passed(40%) — 1.0 D+1.0 S(Ali Spans) Member Type;Flush Beam Shear(lbs) 6621 Ce 2'1" 20114 Passed(33%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 37770 Co 9'9 5/8" 63577 Passed(59%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2012 Uve Load Deft.(in) 0.481 @ 12'6 7/8" 0.892 Passed(1/667) — 1.0 D+1.0 S(All Spans) Design Method Total Load Deli.(in) 0.895 Ce 12'7 7/8" 1.337 Passed(L/359) — 1.0 D+1.0 S(All Spans) Member Pitch;0/12y'ASO •Deflection criteria:U.(L/360)and TL(1/240). •Top Edge Bracing(Lu):Top compression edge must be braced at 27'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 27 6"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 0.93 that was calculated using length L=26'9". •The effects of positive or negative camber have not been accounted for when calculating deflection. I •The specified glutam is assumed to have Its strong laminations at the bottom of the beam.Install with proper side up as Indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Loads to Supports Ms) Supports ,Total Available Required Dead Snow Total I I-Column Cap-steel 7.00" 11/4"Rim B 5.75" 2.32" 3757 4626 8383 1/4" Board 2-Column Cap-steel 7.00" 5.75" 1.50" 1279 1281 2560 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. I EpldS LocationTributary Dead Snow (Side) Width •" Comments(1� 0-Self Weight(PLF) 1 1/4"to 27'6 3/4" N/A 24.1 • t-Uniform(PSF) 0 to 12'6"(Front) 17 6" 20.0 27.0 Roof II Weyerhaeuser Notes'.. Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product designe SUSTAINABLE FORESTRY INITIATIVE IWeyerhaeuser expressly disclaims any other warranties related to the software.Refer to current criteriaer erat ref published desifor installation gn values. (www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed byethis software.Use of this software 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in Iaccordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I a e Sefcsaa 3 ratorI JW,::Fac:a il a 15,2.01 t ' a Ft f r.?°> C _caul-rE qre. v'63`r,1 3 : PF;le ,.,..mss rdiFORTEMEMBER REPORT Roof,Grid DIE PASSED 1 piece(s) 11.7/8"T31® 560D @ 24" OC 18 111 Overall Length:24'2" + + I o o _ i I I I i I I 4 ar .... .", 4,1 4. 23'6' e. ,r ElEl I All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.prawing is Conceptual Design Results Actual 0 Location Allowed Result i-DP toed:Combination(Pattern) System:Roof I Member Reaction(Ibs) 1136©3" 2168(3.50") Passed(52%) 1.15 1.0 D+1.0 S(All Spans) Member Type:Joist Shear(Ibs) 1104 @ 4" 2593 Passed(43%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 6581 @ 12'1" 11046 Passed(60%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2012 Live Load Defl.(in) 0.651 @ 12'1" 0.789 Passed(1/436) — 1.0 D+1.0 S(All Spans) Design Methodology:ASD I Total Load Den.(in) 1.133 @ 12'1" 1.183 Passed(L/251) — 1.0 D+1.05(All Spans) Member Pitch:0112 •Deflection criteria:LI.(1/360)and 11.(I1240). •Top Edge Bracing(Lu):Top compression edge must be braced at 6'11"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 24'2"o/c unless detailed otherwise. Bearing Loads to Supports(ibs) Supports Total Arallable Required Dead Snow Total Aoterworiee 1-Stud wall-SPF 2-Stud wall-SPF 4.00" 4.00"4.00" 4.00° 1.75" 1.75" 483 653 1136 Blocking 483 653 1136 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. DeadWLoads Location(Side) Spacing (0.90) (1.15) Comments I 1-Uniform(PSF) 0 to 24'2" 24" 20.0 27.0 Roof Weyerhaeuser Notes OSUSTAINABLE FORESTRY INITIATIVE I 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.corn)• cr•ccorles(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,bulkier 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.Weyerhaeuser Engineered Lumber Products have been evaluated try ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.contiservices/s_CocieReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I I, Solt3,3s4v OpeF33tc, 315 2C17 1 42 22 22;21 1 - , Fcrte',5 2 C€3.3q1 Erg,224 125 C 2 14 3,-(..1I I i MEMEP , 2/3 i pieceBERRs}Pio 4R"TM®Roof110Grid @ 24" OC PASSED 19 Overall Length:19'10" 1 0 + ' 19' L C 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontai.;Drawing is Conceptual IDesign Results Actual Q Location Allowed Result LDF Load:Combination(pattern) System:Roof Member Reaction(lbs) 932 @ 4" 1581(3.50") Passed(59%) 1,15 1.0 D+1.0 S(All Spans) Member Type:Joist Shear(lbs) 893 @ 5" 2139 Passed(42%) 1,15 1.0 D+1.0 S(All Spans) Building Use:Residential IMoment(Ft-lbs) 4316 @ 9'11" 4301 Passed(100%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2012 Live Load Defl.(in) 0.456 @ 9'11" 0.639 Passed(L/504) — 1.0 D+1.0 S(All Spans) Design Methodology:ASO Total Load Den.(in) 0.794 @ 9'11" • 0.958 Passed (U290) — 1.0 D+1.0 S(All Spans) Member Pitch:0/12 •Deflection criteria:LL(tJ360)and TL(1(240). I •Top Edge Bracing(Lu):Top compression edge must be braced at 2'10"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 19'10"o/c unless detailed otherwise. Bearing Loads to Supports fibs) I Supports Toted Available Required Dead Snow Total Accessories 1-Stud wall-SPF 5.00" 5.00" 1.75" 397 536 933 Blocking 2-Stud wall-SPF 5.00" 5.00" 1.75" 397 536 933 Blocking •Blocking Panels are assumed to carry no loads applied directly above them and the MI load is applied to the member being designed. ILoads Dead Snow Location(Side) Spades (0.90) (1. S) Comments 1-Uniform(PSF) 0 to 19'10" 24" 20.0 27.0 Roof Weyerhaeuser Notes'. Weyerhaeuser warrants that the sizingof its �SUSTAItJABLE FORESTR9€ fTIATt1£ Weyerhaeuser products will be in accordance with Weyerhaeuser product design criteria and published design values. "`Yiii'""" Weyerhaeuser d expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. I circumvent theenneed for a.com)Accessories professional s determined by the authority havingoard,Blocking Panels and Squash ijurisdictioare not n.The designer of sorecord,buildere.Use of ior framer i is not Intended to assure that this calculation Is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party responsible to forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports53 and ESd 1 87 and/ore accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/servkes/s_CodeReports.aspx.rvkes/53 and ESR-1387 and/or tested in tip:!/www.woodbywy.cam/servkesJs_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator 1 Marie Scftw G-v a r,, J rr Page rrf 2, �....... MEMBER REPORT Roof,Grid D-E Beams PASSED20 1 piece(s) 5 1/2" x 12" 24E-V4 DF Glulam Overall Length:12' + a I u 10 9` 1, 13 El I All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual System:Roof Design;ResUits Actual @ Location Allowed Result LDF Load:Combination(Pattern) Member Type:Rush Beam Member Reaction(lbs) 6052 6" 22344(6.25") Passed(27%) — 1.0 D+1.0 S(All Spans) 1.15 1.0 D+1.0 5(All Spans) Building Use:Residential Shear(Ibs) 4491�1'7 1/2" 13409 Passed(33%) Building Code:IBC Pos Moment(Ft-lbs) 15526©5'10 3/4" 30360 Passed(51%) 1.15 1.0 D+1.0 S(All Spans) Building MethodologyC20122D I Live Load Defl.(in) 0.134 @ 6' 0.367 Passed(11984) 1.0 D+1.0 S(All Spans) DesignTotal Load Deft.(in) 0.237 @ 6' 0.550 Passed(11556) — 1.0 D+1.0 S(All Spans) Member Pitch:0/12 •Deflection criteria:LL(L/360)and 11.(11240). •Top Edge Bracing(Lu):Top compression edge must be braced at 11'10"o/c unless detailed otherwise. I •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 11'10"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length I=11'. •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have Its strong laminations at the bottom of the beam.Install with proper side up as Indicated by the manufacturer. I•Applicable calculations are based on NDS. Bearing Loads to Supports(las) , Supports coal Available Repaired ° Dead Roof Snow Total Accessories ii 1-Column Cap-steel 7.50" 6.25" 1.69" 2675 2580 3483 8738 1 1/4"Rim Board 2-Column Cap-steel 7.50" 6.25" 1.69" 2675 7.580 3483 8738 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above It,bypassing the member being designed. Tributary Dead Roof lhro Snow Loads Location(Side) Width` (0.90) _( 1.25) ,(1.1 ) Coatenants 0-Self Weight(PLF) 1 1/4"3,34!1'10 N/A 16.0 I t-Uniform(PSF) 0 to 12'(Front) 21'6" 20.0 20.0 27.0 Roof Weyerhaeuser Notes x _ SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design alWria and p ibubl she titails.values. Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser (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.Weyerhaeuser Engineered Lumber Products have been Evaluated by ICC ES under technical reports3�R ESR-1387and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http:lf •woodbywy.omf The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I 2 1:5�20'7 1 `�Ci F Se'Prnre Of = t r ci lJa*ms #r rtet52.Dles nr; >:rci,� V5 1i , -3,Uw 1r"`22 W EMOLevel 2,Mechanical Attic PASSED 114 pieceBERREPs} 5 1/2RT "x 12" 24F-V4 DF Glulam 21 IOverall Length:13'11" I + is + a I I — I 13' I 0 �� a All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual I Design Results Actual 0 Location Mowed Result LDF Load:Combination Pattern Member Reaction(lbs) 6279 4" – (Pattern) System:Floor @ 9934(4.25") Passed(63%) 1.0 D+1.0 L(All Spans) Member Type:Rush Beam Shear(lbs) 5038 @ 1'5 1/2" 11660 Passed(43%) 1.00 1.0 0+1.0 L(All Spans) Building Use: Pos Moment(Ft-lbs) 20103©6'10 1/4" 26400 Passed(76%) 1.00 1.0 D+1.0 L(All Spans) Building Code:Residential 0121 I Uve Load Defl.(in) 0.243©6'11 1/2" 0.331 Passed(L/654) – 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Deft.(in) 0.446 @ 6'11 1/2" 0.442 Passed(L/357) – 1.0 D+1.0 L(All Spans) •Deflection criteria:LL(L/480)and TL(1/360). I •Top Edge Bradng(Lu):Top compression edge must be braced at 13'9"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 13'9"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=13'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam Is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. I Bearing Loads to Supports(Lbs) Supports Total Available Required Dead Floor live Total Accessories 1-Stud wall-SPP 5.50" 4.25' 2.69" 2893 3479 6372 1 1/4"Rim Board 11 2-Stud wall-SPF 5.50" 4.25" 2.69" 2893 3479 6372 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. ILuausTributary ,_ Dead Floor Live Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 1 1/4"to 13'9 3/4" N/A 16.0 1-Uniform(PSF) 0 to 13'11"(Front) 10' 40.0 50.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with WeyerhaeuserSUSTA9NABLE FORE i1"�Y itaPYiAT6VE Weyerhaeuser product Weyerhaeuser criteria re and published on si et values. `�� I (www.woodbywy.com) disclaims any other warranties related to the software.Refer to current Weyertuaeuser literature for installation details. ywy.com)Accessories(Rim Board,Bloddng 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator II I I F r e SoFiware,ice asciom No'ti!, 1 7 t43 F't,`f ,,.°.'w G ,g Cie.re Y L. I, Page t 2 ci 22 MEMBER REPORT Level 2,Mechanical Attic PASSED 22 1 1 piece(s) 16"TSI® 560 @ 16" OC Overall Length:19'8" I + + 1 o 0 1 0 a All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual LDF `Load:Combination(Pattern) System:Floor I Desi.n Results Actual 0 Location Allowed Result Member Type: Member Reaction(lbs) 1297 @ 4 1/2" i 1725(3.50") Passed(75%) 1.00 1.0 D+1.0 L(All Spans) MeBuimbering TUype .:Joistientiai Shear(lbs) 1.250 @ 5 1/2" , 2710 Passed(46%) 1.00 1.0 D+1.0 L(All Spans) Building Use::IBC Moment(Ft-lbs) 5964 @ 9'10" 12925 Passed(46%) 1.00 1.0 D+1.0 L(All Spans) Building Methodology 20122D Uve Load Defl.(in) 0.171 @ 9'10" 0.473 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) DesignTotal Load Defl.(in) 0.342 @ 9'10" 0.631 Passed(L/664) — 1.0 D+1.0 L(All Spans) T3-Pro"Rating 56 40 Passed — -- •Deflection criteria:U.(L/480)and TL(1/360). I•Top Edge Bracing(Lu):Tap compression edge must be braced at 8'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 19'6"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"Panel(24"Span Rating)that is glued and nailed down. I •Additional considerations for the Ti-Pro'"Rating include:None Rearing Loads to Supports(lbs) SupportsFie". ' TotaliAccessories 1 Toll Avaitabie Required Dead Lhb, 1-Stud wall-SPF 5.50" 4.25" 1.87" 656 656 1312 1 1/4"Rim Board 2-Stud wail-SPF 5.50" 4.25" 1.87" 656 656 1312 1 1/4"Rim Board •Rim Board Is assumed to carry all loads applied directly above it,bypassing the member being designed. I Dead Floor Uve Loads µ Location(Side) Sparing (0.90) (1.00) Com-Mentz Residential-Living i 1-Uniform(PSF) 0 to 19'8" 16" 50.0 50.0 Areas WeyerhaeluSer 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. I (www woodbywy tom)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 fadlities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.conVservices/s_CodeReports.aspx. i The product application,input design loads,dimensions and support information have been provided by Forte Software Operator 1 I I 1"or5e Sp155,n5CPfarxrJb Ya £. -----i '.:`:. 57f1 l:,rCi'1::: ::2',‘`'.• 1 : Ur,a„ .car, t Etat 3,st- r 1 t;,1 , c,'i 42-4w ' � MEMBER REPORT Level 2, Balcony PASSED 1 piece(s) 11 7/8"TJI® 210 © 16" OC 23 1 Overali Length:14'5" I + e r €' 13's" 1, 4. I o ' a All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual I Design Results Actual 0 Location Allowed Result Member Reaction lbs � LDE Load:Combination(Pattern) System:Row ( ) 1042 @ 4 1/2" 1460(3.50) Passed(71%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(lbs) 990©5 1/2" 1655 Passed(60%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 3424 @ 7'2 1/2" 3795 Passed(90%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2012 Live Load Dell.(in) 0.261 @ 7'2 1/2" 0.342 Passed(LJ628) 1.0 D+1.0 L(All Spans) Design Methodology:ASO Total Load Dell,(in) 0.359 7'2 1/2" 0.456 Passed(L/457) -- 1.013+1.0 L(All Spans) 13-Pro""Rating 53 40 Passed •Deflection criteria:LL(1/480)and TL(L/360). I •Top Edge Bracing(Lu):Top compression edge must be braced at 3'10"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 14'3"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. •Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"'Panel(24"Span Rating)that is glued and nailed down. I •Additional considerations for the Ti-Pro"'Rating include:None Bearing Loads to Supports(lbs) Suppo� Total Audi►able Required Dead Fbor I We Total Accessories1-Stud wall-SPF 5.50" 4.25" 1.89" 2B8 769 1057 1 1/4"Rim Board 2-Stud wall-SPF 5.50' 4.25" 1.89" 288 769 1057 1 1/4"Rim Board •Rim Board Es assumed to carry all loads applied directly above it,bypassing the member being designed. I ,Odds Dead FlocrUve Location(Side) Spacing (0.90) (1.00) Comments 1-Uniform(PSF) 0 to 14'5" 16" 30.0 80.0 Residential-Living Areas I Weyerhaeuser Notes /� Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product (l SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literatureafor installation publishedon design fs.ves. ll I (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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to htM://www.woodbywy.com/serykes/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I F rt.c 574%4 vre Open,aar I --.m.._ ..�...._..,. . .y. Jay ,,,,D'es n F 1 rk`4,5' 222:1 gi 1,, t s.{.;.f! _,� MEMBER REPORT Level 2,Grid D-E Beam PASSED 24 I 1 pieces} 5 1/2" x 15" 24F-V4 DF Glulam Overall Length:12' I + a a 11' X 13 0 I All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual LDF Load:Combination;(Pattern) System:Floor Design Results Actual 0 Letadon Allowed Result -- Member Type:Gush Beam Member Reaction(lbs) 9139 4 1/2" 11103(4.75") Passed(82%) 1.0 D+1.0 L(All Spans) Building : Shear(lbs) 6588 @UseResidential 1'9" 14575 Passed(45%) 1.00 1.0 D+1.0 L(All Spans) Building Code IBC2012 Pos Moment(Ft-lbs) 24522 @ 5'10 3/4" 41250 Passed(59%) 1.00 1.0 D+1.0 L(All Spans) Design MethedolBy.12D I Live Load Defl.(in) 0.134 @ 6' 0.281 Passed(L/999+) — 1.0 D+1.0 L(All Spans) Total Load Deft.(in) 0.201 016' 0.375 Passed(1./673) — 1.0 D+1.0 L(Ail Spans) •Deflection criteria:U-(L/480)and Ti..(1./360). •Top Edge Bracing(Lu):Top compression edge must be braced at 11'10"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 11'10"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated usinng length L=11'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. I•Applicable calculations are based on NDS. Bearing Loads to Supporta(lbs) _ Floor Total Acc ssoris Supports Total Available Re9uirad Dyaduve e 1-Stud wail-SPF 6.00" 4.75" 3.91" 3088 6210 9298 1 1/4"Rim Board 2-Stud wall-SPF 6.00" 4.75" 3.91" 3088 6210 9298 1 1/4"Rim Board , •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. ' Tributary Dead ? Floor Lire Loads Location(Side) Width (0.90)' (1.00) Comments o-Self Weight(PLF) 1 1/4";.742.1'11'10 N/A 20.0 I J4" 1-Uniform(PSF) 0 to 12'(Front) 9'6" 30.0 50.0 1 2-Uniform(PSF) 0 to 12'(Front) 7 30.0 80.0 h , '. SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser Notes 1 I Weyerhaeuser warrants that the sizing of its products wit 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. circumvent are not designed by this need for aAccessories design professionalBoard, s8d termineding els andby the SquashthoriBlocks)having jurisdiction.The designer of record,builder or this frame is not responsibie tom assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and and aland/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer tohttp://www.wrmdbywy.can/ ices!_C The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I G'2C1 5 "s 32 =:fit, 1 1 MEMBER REPORT Level 2,Grid 7 PASSED 1 piece(s) 5 1/2"x 15" 24F-V4 DF Glulam 25 I Overall Length:13' 1 + Q - + 17 Is I CI 2 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontaL;Drawing is Conceptual IDesign Resorts Actual a Location Allowed Result LDF Load:Combination(Pattern) System Member Reaction(Ibs) 7963 0+4 1/2" 11103(4.75") Passed(72%) -- 1.0 D+1.0 L(All Spans) Member T tper Shear(Ibs) 5914 0 1'9" 14575 Passed(41%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential m Pos Moment(Ft-lbs) 23354 @ 6'4 3/4" 41250 Passed(57%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2012 Live Load Deft.(in) 0.127 0 6'6" 0.306 Passed(1/999+) — 1.0 D+1.0 L(All Spans) Design Methodology Total Load Defl,(in) 0.227 @ 6'6" 0.408 _Passed 649 — :ASD •Deflection criteria:U.(L/480)and Ti.(L/360).• (L/ ) 1.0 D+1.0 L(All Spans) ITop Edge Bracing(Lu):Top compression edge must be braced at 12'10"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 12'10"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=12'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. I •The specified glulam is assumed to have Its strong laminations at the bottom of the beam.Install with proper side up as Indicated by the manufacturer. •Applicable calculations are based on NOS. Bearing Loads to Supports(lbs) Supports Total Available Requiwed Dead Floor Live Total Accessories-Stud wall-SPF I 6.00" 4.75" 3.41" 3541 4550 8091 1 1/4"Rim Board 2-Stud wall-SPF 6.00" 4.75" 3.41" 3541 4550 8091 1 1/4"Rim Board •Rim Board Is assumed to carry all loads applied directly above it,bypassing the member being designed. I Trig Dead Floor Live Loads Location(Side) Width (0.90) -' (1.00) Comments 0-Self Weight(PLF) 1 1/4"to 12'10 N/A 20.0 I 3[4" t-Uniform(PSF) 0 to 13'(Front) 17'6" 30.0 40.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product SUSTAINABLE FORESTRY INITIATIVEWeyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser n literature for Installationnddetan ls.ues. (www.woodbiw'y.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designd 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in I accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I c F 5r_: E42 'er'ELI Urr rte ,`.- `s[ar rar.;,m a3. ":4 MEMBER REPORT Level 2,Hub Classroom PASSED 26 I 1 piece(s) 16"TM® 230 @ 16" OC Overall Length:21' I + 1 n 20 y a ° All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual Design Results ActualLDF Load:Combination(Pattern) System:Floor 0 Location Allowed Result Member :Joist Member Reaction(Ibs) 970 @ 4 1/2" 1485(3.50") Passed(65%) 1.00 1.013+1.0 L(All Spans) Member TypeUyp, Shear(lbs) 937 @ 5 1/2" 2190 Passed(43%) 1.00 1.0 D+1.0 L(All Spans) BuildingBuilding Codee::Residentials2012 Moment(Ft-lbs) 4784 @ 10'6" 5710 . Passed(84%) 1.00 1.0 D+1.0 L(All Spans) Building de:Methodology 2D I Live Load Defl.(in) 0.281 @ 10'6" 0.506 Passed(1/864) — 1.0 D+1.0 L(All Spans) Total Load Deft.(in) 0.492 @ 10'6" 0.675 Passed(1/494) -- 1.0 D+1.0 L(All Spans) TJ-Pro"'Rating 46 40 Passed — -- •Deflection criteria:U.(L/480)and TL(L/360). •Top Edge Bradng(Lu):Top compression edge must be braced at 4'6"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 20'10"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. eTM •Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Ed9 Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-ProTM Rating Include:None Bearing Loads to Supports(lbs) Supports Total Available Required Dead Floor Total AccessoriesLhre 1-Stud wall-SPF 5.50" 4.25" 1.75" 420 560 980 1 1/4"Rim Board 2-Stud wall-SPF 5.50" 4.25" 1.75" 420 560 980 1 1/4"Rim Board •Rim Board Is assumed to carry all loads applied directly above it,bypassing the member being designed. 1111Dead Floor live Loads Location(Side) Spadng (090) (1.00) Comments Residential-Living I 1-Uniform(PSF) 0 to 21' 16" 30.0 40.0 Areas Weyerhaeuser Notes 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. I(www.woodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed�gsoftware. ecord, of thiser software ftwa meLs ls sitended responsibleto circumvent the need for a design professional as determined by the authority having jurisdiction. assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.wondbywy.mm/services/s_CodeReports•aspx• i The product application,input design loads,dimensions and support information have been provided by Forte software Operator I I I � X2'`2 � � '.��k��it�, =Y1€� rata; Job dotes �G,��vr,.�.'�'e'aEE"t;Enc.: te.V6£i.1/. 14 i IiW 17 e MEMBER REPORT Level2,Grid E/9 1 piece(s) 5 1/2"x 12" 24F-V4 DF Ghulam PASSED 27 I Overall Length:13'6" 1 + 0 0 1 f I III El All locations are measured from the outside face of left support(or left cantilever end).AIl dimensions are horizontal.;Drawing is0Conceptual IDesign Results Actual O Location Allowed Result Member Reaction(Ibs) 5423 4 1/2" LDF Load:Combination(Pattern) System:Floor / 11103(4.75') Passed(49%) -- 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 4284 0 1'6" 11660 Passed(37%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Pos Moment(Ft-lbs) 16582 0 6'7 3/4" 26400 Passed(63%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2012 Live Load Defl.(in) 0.209 0 6'9" 0.425 Passed (L/450) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.340 0 6'9" 0.637 Passed •Deflection criteria:LL(1/360)and TL(1/240). (1/450} — 1.0 D+1.0 L(All Spans) I •Top Edge Bracing(Lu):Top compression edge must be braced at 13'4"o/c unless detailed otherwise. •Bottom Edge Bradng(Lu):Bottom compression edge must be braced at 13'4"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=12'9". •The effects of positive or negative camber have not been accounted for when calculating deflection. I •The specified glulam Is assumed to have Its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer. •Applicable calculations are based on NDS. Bearing Loads to Supports(Ibs) Supports Total Available Required Dead iReor accessories 1-Stud wall-SPF live Total 6.00' 4.75" 6.00" 4.75" 2.32 2.32" 2132 3375 5507 1 114"Rim Board 2-Stud wall-SPF •Rim Board is assumed to carry all loads applied directlyabove i 21323375 5507 1 1/4"Rim Board t,bypassing the member bbeeing designed. LoadsI ' Tributary Dead Floor Live Location(Side) Width (0.90) (1.00) Comments 0-Self Weight(PLF) 1 1/4"to 13'4 3/4" N/A 16.0 I 1•Uniform(PSF) 0 to 13'6"(Front) 10' 30.0 50.0 Weyerhaeuser Notate Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product designtill SUSTAINABLE FORESTRY INITIATIVE I Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for Installation tails. is.ues. "li" (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 builder or framer is responsible assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilitiethird-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested In Iaccordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.cum/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I '` ( € `"C ie v..; f8ssii8-1 Fila::!e ,�e 1 :t 34 MEMBER REPLevel 2,Grid A.115-7 PASSED 28 IORT 1 piece(s) 5 1/2" x 12" 24F-V4 DF Glulam Overall Length:15'9" I + 1 + a f) I 1 '14 9" E ,r `f. D 2 1 1 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual LOP Load:; Combination,(Pattern) System:Floor Design Results Actual 0 London Allowed ' Result — Member Type:Flush Beam 4980 @ 41/2" 11103(4.75") Passed(45%) 1.0 D+1.0 S(All Spans) Member Reaction(Itis} Building Use:Residential Shear(Itis) 4902 @ 1'6" 13409 Passed(37%) 1.15 1.0 D+1.0 S(All Spans) ilding coCode:IBC 2012 Pos Moment(Ft-lbs) 11635 @ 2'7 3/4" 30360 Passed(38%) 1.15 1.0 0+1.0 S(All Spans) BuBusrgn de: IBCv.ASD Totall Load Defl.(in) 0.261 @ 7'2 iJi6" 0.500 Passed(14688) -- 0.121 @ 7'1 11/16" 0.375 Passed(14999+) — 1.0 D+0.75 L+0.75 S(All Spans) oe Load Deft.(in) 1.0 D+0.75 L+0.75 S(All Spans) T •Deflection criteria:LI(14480)and TL(L/360). I •Top Edge Bracing(Lu):Top compression edge must be braced at 15'7"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 15'7"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=15'. •The effects of positive or negative camber have not been accounted for when calculating deflection. r side upas indicated by the manufacturer. •The specified glulam is assumed to have its strong laminations at the bottom of the beam.Install with proper I •Applicable calculations are based on NDS. Bearing Loads to Supports Otis) lgwr snow Total Accessories Supports Total available Required Dead live1 1-Stud wall-SPF 6.00" 4.75" 2.13" 2460 420 2525 5405 1 1/4"Rim Board 2-Stud wall-SPF 6.00" 4.75" 1.50" 820 420 475 1715 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Tributary Dead Floor Live, Snow Loads Location(Side) Width (0.90) . (1.0o) (1.15) Commends 0-Self Weight(PLF) 1 1/4"to 15'7 3/4" N/A 16.0 1-Point(lb) 2'9"(Front) N/A 2400 - 3000 111 2-Uniform(PSF) 0 to 15'9"(Front) 1'4" 30.0 40.0 - _ , ,' - {I}}SUSTAINABLE FORESTRY INITIATIVE WCye�f82u5@I'Notes ' ` Y� 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. (v ww.waodbywy.com)Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Use of thiser o wa r re is runst int nsend to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record, assure that this calculation is compatible with the overall project.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports , ESR-1153 and ESP.-1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer m http://www.woodbywy.corn/services/s CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I ..._..__ J:S ,tm� fr�x� _2, �` cif?-s -r 'f �.r c is e ter _.. _.....____'[._..........._ �i +"`fir r` Pi' c10,S.S, 13C `6, .._ MEMBER REPORT Leve/2, Grid 71C-8 PASSED 1 piece(s) 5 1/2"x 15" 24F-V4 DF Giulam 29 I Overall Length:12'6" I + 4 0 o I 4, 11'4" T I 0 0 All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.;Drawing is Conceptual IDesign Results Actual Q Location Allowed Result a LDF Load:Combination(Pattern) 1 System:Floor Member Reaction(Ibs) 8727 @ 5 1/2" 20556(5.75') Passed(42%) 1.0 D+1.0 L(All Spans) Member Type:Flush Beam Shear(Ibs) 6272 @ 1'10" 14575 Passed(43%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential IPos Moment(Ft-Ibs) 23817 @ 6'1 3/4" 41250 Passed(58%) 1.00 1.0 D+1.0 1(All Spans) Building Code:IBC 2012 Live Load Dell.(in) 0.116 @ 6'3" 0.290 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Design Methodology;ASD Total Load Defl.(in) 0.207 @ 6'3" 0.386 Passed(1/673) -- 1.0 D+1.0 L(All Spans) •Deflection criteria:U.(L/480)and TL(L/360). I •Top Edge Bradng(Lu):Top compression edge must be braced at 12'4"o/c unless detailed otherwise. •Bottom Edge Bracing(Luj:Bottom compression edge must be braced at 12'4"o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L=11'7". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified giulam is assumed to have Its strong laminations at the bottom of the beam.Install with proper side up as Indicated by the manufacturer. •Applicable calculations are based on NDS. I Bearing Loads to Supports(Ibs) Supports Total Available Required Dead MO a" Total Accessories 1-Column Capsteel thre - 7.00" 5.75" 2.44" 3873 5000 8873 1 1j4"Ram Board 2-Column Cap-steel 7.00" 5.75" 2.44" 3873 5000 •Rim Board is assumed to carryall loads applied directly8873 1 1/4"Rim Board PP above K,bypassing the member being designed. I LOad6 Tributary Dead Floor Lire Location( ) Width (0.90) (L00) Comments 0-Self Weight(PLF) 1 1/4"to 12'4 3/4" N/A 20.0 -Uniform(PSF) 0 to 12'6"(Front) 20' 30.0 40.0 Ii Weyerhaeuser Notes {nom Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. t SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.corn)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.Weyerhaeuser Engineered Lumber Products have been evaluated try ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer m http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator II I I IForte Soira;_rz Operator Jest Notes ,, MEMBER REPORT Level 2,Grid E Beam PASSED30 1 piece(s) 5 1/2"x 24" 24F-V4 DF Glulam Overall Length:25'2" I I0 0 1 I r 24' ( 4, 1 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontai.;Drawing is Conceptual Design ResultsActual Q Location Allowed Result LDP Load:Combination(Pattern) System:Floor Member Type:flush Beam Member Reaction(lbs) 4226 @ 5 1/2" 13441(5.75") Passed(31%) — LMemo O D+1.0 L(All Spans) Building Use:Residential Shear(lbs) 4146 @ 2'7" 23320 Passed(18%) 1.00 1.0 D+1.0 L(All Spans) Building Use::IBCi Pos Moment(Ft-lbs) 46507 @ 11'10 3/4" 96437 Passed(48%) 1.00 1.0 0+1.0 L(All Spans) Design Code: Cy 20122D Live Load Defl.(in) 0.238 @ 12'5" 0.606 Passed(L/999+) -- 1.0 D+1.0 L(All Spans) Total Load Dell.(in) 0.349 @ 12'5 1/8" 0.808 Passed(L/833) — 1.0 D+1.0 L(Ali Spans) •Deflection criteria:U.(L/480)and TL(L/360). •Top Edge Bracing(Lu):Top compression edge must be braced at 25'o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 2S o/c unless detailed otherwise. •Critical positive moment adjusted by a volume factor of 0.91 that was calculated using length L=24'3". •The effects of positive or negative camber have not been accounted for when calculating deflection. •The specified glulam is assumed to have Its strong laminations at the bottom of the beam.Install with proper side up as indicated by the manufacturer, I •Applicable calculations are based on NDS. Searing Loads to Supports Ors) Supports Total Available Required Dead door Total Accessories I Lhre 1-Stud wall-SPF 7.00" 5.75" 1.81" 1448 2777 4225 1 1/4"Rim Board 2-Stud wall-SPF 7.00" 5.75" 1.66" 1352 2523 3875 1 1/4"Rsm Board •Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. I Tributary Dead Floor Live Loads Location(Side) 1Vitit t (0.90) (1.00) Comments 0-Self Weight(PLF) 1 1/4"to 25'3/4" N/A 32.1 I t-Point(Ib) 12'(Front) N/A 2000 5300 Weyerhaeuser Notes SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. I 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I r >€tir ,s zarabr ic;tsNcte PoO S a Ouse',.E-T....-; t6 IaFORIE MEMBER REPORT Level 2,Grid 4-7 1 piece(s) 16"T3I®360 @ 16" OC PASSED 31 Overall Length:20'11" 1 + 0 a 77 1 20' a orC All locations are measured from the outside face of left support(or left a cantilever end).All dimensions are horizontal.;Drawing is Conceptual I Design Results Actual e:Location Allowed Result LOP Load: Member Reaction(lbs) 1519 0 4 1/2" 1505(3.50") Passed(101%) 1.00 CombinationFloor 1.0 L(AlllSpans) Member Type:]Dist Shear(lbs) 1467 5 1/2" 2190 Passed(67%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-lbs) 7456 @ 10'5 1/2" _ 8405 Passed(89%) 1.00 1.0 D+1.0 L(All Spans) Building Code:IBC 2012 ' Live Load Deft(in) 0.482 10'5 1/2" 0.504 Passed(L/502) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) Ti-Pro""Rating 0.662 10'5 1/2" 48 0.672 Passed(U365) — 1.0 D+1.0 L(Alf Spans) 40 •Deflection criteria:LL(L/480)and IL(1/360). Passed — — I •Top Edge Bracing(Lu):Top compression edge must be braced at 3'10"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 20'9"o/c unless detailed otherwise. •A structural analysis of the deck has not been performed. •Deflection analysis Is based on composite action with a single layer of 23/32"Weyerhaeuser Edge"'Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro"'Rating include:None I Bearing Loads to Supports(lbs) Supports Total Available r Accessoriesu Deed Total i-StudwaN-SPFI 2-Stud wait-SPF 5.50" 4.25^ 3.50" 5.50" 4.25" 418 1116 1534 1 1/4"Rim Board 3.50" 418 1116 1534 1 1/4"Rim Board •Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. �' Dead !loot dive Location(Side) Spacing (0.90) (1.00) Comte I 1-Uniform(PSF) 0 to 20'IF* 16" 30.0 80.0 Residential-Living Areas I Weyerhaeuser Notes'.. Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteriaand published design values. SUSTAINABLE FORESTRY INITIATIVE IWeyerhaeuser expressly disclaims any other warranties related to the software.Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com)Accessories(Rim Board,Bloddng 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.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/senrices/s CodeReports.aspx. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator I I I Joh fps ._ f air: ,}CCr... -82 3 Dt,.n?87 2828s,iLesr - i 1-6:6a 22 et 22 32 I icYff Project: Durham Education Center Client: BORA By: EB Sheet No. Location: Portland,OR Date: 08/15/17 I Revised: Job No. Subject: GI Beam Design Date: Portland,Oregon I Glulam Beam Design Location:Roof,Grid C I Beam Geometry: I b= 5.5 in d= 28.5 in L= 32.5 ft I= 10610 in4 S= 745 in3 Loading: I wD= 20 psf w5= 27 psf Trib Width= 21.5 ft C0= 1.151 Flexure Check: Fb= 2400 psi Cy= 0.87 Fe= 2406.1 psi M'= 149.3 k-ft DCR= 0.89 Deflection Check: I Kcr= 1.5 wst= 581 plf wit= 430 plf E'= 1800 ksi List= 0.76 in < 3.08 (L/360) Alt= 0.57 in AT= 1.61 in < 1.63 (L/240) Reactions: R_D= 7.0 kips I R_S= 9.4 kips I I I I 1 1s:1ff Project: Durham Education Center By: EB Sheet No. 33 1 Location: Portland,OR Date: 08/15/17 Client: BORA Revised: Job No. Portland,Oregon Subject: GL Beam Design Date: 1 Glulam Beam Design 1 Location: Roof,Grid B Beam Geometry: 1 b= 5.5 in d= 31.5 in L= 34.5 ft I= 14326 in4 5= 910 in3 Loading: 1 wD= 20 psf wS= 27 psf Trib Width= 23.125 ft 1 CD= 1.15 Flexure Check: ' Fb= 2400 psi Cv= 0.86 Fb'= 2367.9 psi 1 M'= 179.5 k-ft DCR= 0.90' Deflection Check: Kcr= 1.5 wst= 624 plf ' wit= 462.5 plf E'= 1800 ksi List= 0.77 in < 1.15 (L/360) &Lt= 0.57 in 1T= 1.63 in < 1.73 (L/240) Reactions: R_D= 8.0 kips 1 R_S= 10.8 kips 1 i 1 34 ' Project: Durham Education Center By: E8 Sheet No. Location: Portland,OR Date: 08/15/17 Client: BORA Revised: Job No. Portland,Oregon Subject: GL Beam Design Date: Glulam Beam Design Location: Level 2,Grid A.1 ' Beam Geometry: b= 5.5 in d= 18 in L= 20 ft I= 2673 in4 S= 297 in3 RISA Output: D+0.7E (k-ft) -25.25k ' -2.25k __ ... 18.75k 1 Flexure Check: ' CD= 1.6 Fb= 2400 psi Cv= 0.96 Fb'= 3679.4 psi M'= 91.1 k-ft M= 82.0 k-ft RISA DCR= 0.90 1 1 t 1 I 1 t35 COLUMN/FOOTING CALCULATIONS 1 16 1 itTif Project: Durham Education Center By: EB Sheet No. location: Portland,OR ::ed: ( 15/17ClieBA Job No. Portland,Oregon Subject Post loads Date: I Column/Post Load Tracking I Roof(Ib) Level 2(Ib) Total Load le(ft) Design I Footing Grid DL Ii LL (kip) ISize DL I S � I 11.6 12 PIPE/H55 A I H/5-8 5400 6200 0 0 , G 5275 6672 0 0 11.9 17 GL A G.1/7.5 0 0 3000 3500 6.5 13 6x6 A E/4 3000 4000 0 0 7.0 23 GL A E/5.5 10000 13600 2600 5900 27.2 12 PIPE/HSS B E/7.7 10200 13600 4350 8700 31.3 12 GL B I C/4 5430 7300 0 0 12.7 16 GL A C/7 10480 14190 0 0 24.7 16.2 PIPE/HSS B C/9 7000 9500 0 0 16.5 16 GL A B/5 8000 10900 0 0 18.9 14.5 GL A 13/8 8000 10900 0 0 18.9 14 GL A A.1/5 2500 2600 1181 2075 7.2 14 6x6 A A.1/7 5500 5500 3500 1600 14.5 14 GL A A.1/8 3500 3500 0 1260 7.1 14 6x6 A A/4 3800 4600 0 0 8.4 14 6x6 A I I I I I 1 I 1 I I Project: Durham Education Center By: EB 37 I 'Tiff Location: Portland,OR Date: 08j15j17 Sheet No. Portland,Oregon Client: BORA Revised: Job No Subject: Spread Footing Design Date: I SPREAD FOOTING CONCRETE DESIGN NWS " Longitudinal Transverse Bars IFooting Location Typ.3'x 3' h I Column Dimensions pboot= 10in. Width of column or base plate hal= 10 in. Length of column or base plate 11111111111,11 . Foundation Dimensions ! w I i w=. 3.0 ft Width of footing i = 3 0 ft Length of footing hdg= 12 in. Depth of footing d= 8.0 in. Depth to steel centroid=h-4" Soil Properties Ballow= 2500 psf Allowable soil pressure per Geotech. Load Factor= 1.35 Ratio of allowable soil pressure to ultimate soil pressure qu= 3375 psf Ultimate soil pressure I Material Properties fc= 4000 psi Concrete compressive strength fy= 60 ksi Steel yield strength IColumn Load Sallow= 23 kips Allowable column load based on foundation dimensions and gaoo,,,, Pu= 30 kips Sallow=%Bow w I Pu=qu w I ICHECK PUNCHING SHEAR (AGI 318-11, Sec. 11.11.1.2) Check: OK kShear Demand d/2 Shear demand Vu computed using uniform ultimate soil pressure ------ at a plane d/2 away from column face. J J h I I V:A = mu)— (b +dxh+d)_ -- I, 144 4: _ 23 kips • 1 Shear Strength I. w I bo= 72 in. Critical perimeter(ACI 318-11,Sec. 11.11.1.2) V„ 146 kips V,=44fo bo d(ACI 318-11,Sec. 11.11.2.1) $= 0.75 Strength reduction factor for shear(ACI 318-11, Sec.9.3.2.3) 4SVn= 109 kips Shear strength using concrete only(ACI 318-11, Eq. 11-2) Check Demand and Capacity 4)Vn a Vu? OK (ACI 318-11, Eq. 11-1) I I I 38 1 Project: Durham Education Center By: EB Sheet No kPff , Location: Portland,OR Rate: 08/33/17 Client: BORA Revised: Job No Portland,Oregon Subject: Spread Footing Design Date: CHECKS FOR BEAM ACTION (ACI 318-11,Sec. 11.11.1.1) 1 Check Beam Shear Shear demand V„ at plane d away from face of column. Check: OK d � Transverse Direction ,+-1- : (b/2+d I% -= _ x ) (t){q u) 4 kips 12 i 0vn c= 0 2 Jb r.x d = 27 kips (ACI 318-11,Eq. 11-3) 1 h I 4Vn a V„? OK (ACI 318-11,Eq. 11-1) b Long Direction 1 (h/2+d)1( ) 4 kips ,, wII l u _ 2 12 1 tb (q„) OV = 02 rf7b.d = 27 kips (ACI 318-11,Eq. 11-3) OVA='V„? OK (ACI 318-11,Eq. 11-1) Check Beam Flexure Critical section extends across width of footing at face of column Demand determined at critical section based on q„ • Transverse Direction _ wt' 012)-1- 1(q„) ., 6 kip ft Moment demand i M. ��2 12 2 h I I I `4 f Capacity usingrectangular stress block i b OM _ 0A f�.d 1 - 0.59 ' P tY \, 1 bd fr (ACI 318-11,Sec. 10.3) 11 As fegd= 0.17 in2 Solve for As mqd as a quadratic equation L 'w 1•1 Long Direction i i 0/2)12 "(q°) = Af - 2 12 1 2 6 kip-ft Moment demand As,regd= 0.17 in2 Solve for As,regd as a quadratic equation DETERMINE REQUIRED REBAR II AA = 0.52 in2 Minimum steel=0.0018 13,„,d(ACI 318-11,Sec.7.12.2.1, 10.5.4) ^s,mGn Set of Valid Bar Configurations Longitudinal Bars Ill Transverse Bars No.of Bars Bar Size As Cin21 No.of Bars Bar Size Ag(in)l 5 #3 0.55 5 #3 0.55 4 #4 0.80 4 #4 0.80 2 #5 0.62 2 #5 0.62 1 I I 1 1.ff Project: Durham Education Center By: EB 39 Sheet No. Location: Portland,OR Date: 08J15/17 Portland,Oregon Client: BORA Revised;. Job No. Subject: Spread Footing Design Date: I SPREAD FOOTING CONCRETE DESIGN Transverse Bars Mr�I JFooting Location Typ.4'x 4' Column Dimensions LongI itudinal Bars ❑ h I bel 6 in. Width of column or base plate b hal= 6 in. Length of column or base plate :. _ Foundation Dimensions ` w II w= 4.0 ft Width of footing I~ = 4.0 ft Length of footing Ng= 12 in. Depth of footing d= 8.0 in. Depth to steel centroid=h-4" Soil Properties galbw= 2500 psf Allowable soil pressure per Geotech. Load Factor= 1.35 Ratio of allowable soil pressure to ultimate soil pressure I qu= 3375 psf Ultimate soilre p ssure Material Properties I f.= 4000 psi Concrete compressive strength fr= 60 ksi Steel yield strength IColumn Load Paliow= 40 kips Allowable column load based on foundation dimensions and ga6ow Pu= 54 kips Patow=%fowWI Pu=quwI II CHECK PUNCHING SHEAR (AC1 318-11,Sec. 11.11.1.2) Check: OK 1-1 I Shear Demand d/2 • Shear demand Vu computed using uniform ultimate soil pressure ------ at a plane d/2 away from column face. I I 1 Yv = -(itrxl}- (b+dxh+d) ----v- --• 144 q u = 50 kips T I Shear Strength 4 w b°= 54 in. Critical perimeter(ACI 318-11,Sec. 11.11.1.2) , V. 109 kips V.=4-0.bo d(ACI 318-11,Sec. 11.11.2.1) 4)= 0.75 Strength reduction factor for shear(ACi 318-11, Sec.9.3.2.3) 4A/.= 82 kips Shear strength using concrete only(ACI 318-11,Eq. 11-2) I Check Demand and Capacity 4iVn Vu? OK (ACi 318-11,Eq. 11-1) I I I 40 1 k P ff Project: Durham Education Center By: ES Sheet No. Location: Portland,OR Date: 08/15/17 Client: BORA Revised: lob No. Portland,Oregon Subject Spread Footing Design Date: CHECKS FOR BEAM ACTION (ACI 318-11,Sec. 11.11.1.1) I Check Beam Shear Shear demand Vu.at plane d away from face of column. Check: OK d 1 ., Transverse Direction -. IV (b/2+d) ; , V„ _ 2 — 12 (d)(4„)= 15 kips 1 i 0 V„ _ 0 2. .f r b„d = 36 kips (ACI 318-11,Eq. 11-3) 1 V 111 1 4Vn>_V„? OK (ACI 318-11,Eq. 11-1) b Long Direction r rZ 1 (h/2+d) w I Pc, = - 12 (11.)(q,j)= 15 kips OV, = 02 fC b„d = 36 kips (ACI 318-11,Eq.11-3) ?pVn a V„? OK (ACI 318-11,Eq. 11-1) Check Beam Flexure Critical section extends across width of footing at face of column • Demand determined at critical section based on q„ E Transverse Direction K' �b€2 1(q u) — 21 kip-ft Moment demand a =L2 12 i 2 Fh -. i A f,. Capacity usingrectangular stress blockb bd .fs (ACt 318-11,Sec. 10.3) 1 i T As read= 0.60 in2 Solve for As,fegd as a quadratic equation 1.1 `w ` Long Direction ]/k d (h°r2) x'(9.)[ — = 21 kip-ft Moment demand fiL 2 12 i 2IP As,regd= 0.60 in2 Solve for As,regd as a quadratic equation DETERMINE REQUIRED REBAR • AA 0.69 in2 Minimum steel=0.0018 bw d(ACi 318-11,Sec.7.12.2.1, 10.5.4) ^s,mm— Set of Valid Bar Configurations Longitudinal Bars Transverse Bars z No.of Bars Bar Size AS[in l No.of Bars Bar Size A,[inz] 7 #3 0.77 7 #3 0.77 1.00 5 #4 1.00 5 # 0.93 3 #5 0.93 I 1 I � 41 1 1 E LATERAL FORCES CALCULATIONS 1 itigff Project Job Ref. 42 Durham Education Center Section Sheet no./rev, Portland,Oregon Calc.by Date Chk'd by Date App'd by Date EB 8/14/2017 WIND LOADING(ASCE7-10) In accordance with ASCE7-10 incorporating Errata No. 1 and Errata No.2 1 Using the directional design method Tedds calculation version 2.0.15 I .V ul In to M tt ._. ...,,._ ft -----•--s ;,e 155 ft _ �1 160 Plan Elevation Building data Type of roof Gable Length of building b=160.00 ft li Width of building d=155.00 ft Height to eaves H=14.00 ft Pitch of roof ao=13.5 deg Mean height h=23.30 ft General wind load requirements Basic wind speed V=130.0 mph Risk category Ill Velocity pressure exponent coeff(Table 26.6-1) Kd=0.85 Exposure category(c1.26.7.3) B Enclosure classification(c1.26.10) Enclosed buildings Internal pressure coef+ve(Table 26.11-1) GCpj,p=0.18 Internal pressure coef—ve(Table 26.11-1) GCp n=-0.18 Gust effect factor Gt=0.85 Topography i Topography factor not significant Kzt= 1.0 Velocity pressure equation q=0.00256 x Kz x Kzt x Kd x V2 x 1 psf/mph2 Velocity pressures table I z(ft) Kz(Table 27.3-1) qz(psf) 14.00 0.57 20.96 15.00 0.57 20.96 20.00 0.62 22.80 I Projecgrft ectDurham Education Center Job Ref, 43 Section Portland.Oregon Sheet nolrev. Cato.by I Date I Chk'd by EB 8/14/2017 I Date aRR'd by Date I 23.30 0.65 23.77 C 32.61 I 0.72 26.32 l Peak veloci r ty p essure for internal pressure Peak velocity pressure-internal(as roof press.) q,=23.77 psf IIPressures and forces Net pressure p=gxGfXCpe-gixGCp, Net force Fw=p x Aref Roof load case 1 -Wind 0,GCp1 0.18,-cp. Ref. Ext pressure Peak 111 Zone height coefficient velocity Net pressure Area Net force (ft) cPe pressure qp,(psf) Net (psf} kei(ft2) Fw(kips) A(-ye) 23.30 -0.56 23.77 -15.59 12752.35 -198.86 B(-ve) 23.30 -0.44 23.77 -13.17 Total vertical net force 12752.35 -167.94 Fw.v=-356.67 kips i Total horizontal net force Fw.h=-7.22 kips Walls load case 1 -Wind 0,GCpt 0.18,-cpe Ref. Ext pressure Peak Zane height coefficient velocity Net pressure Area Net force (ft) cPe pressure p(psf) Are(ft2) Fw(kips) qp, (psf) A B 14.00 23.30 0.80 -0.50 20.96 23.77 9.97 -14.38 2240.00 2240.00 22.34 -32.22 C 23.30 -0.70 23.77 -18.42 3611.97 -66.54 D 23.30 -0.70 23.77 -18.42 3611.97 -66.54 Overall loading I Projected vertical plan area of wall Avert_w o=b x H=2240.00 ft2 Projected vertical area of roof Aven_r_o=b x d/2 x tan(oto)=2976.98 ft2 Minimum overall horizontal loading Fw.totel min=Amin w X Avert w o+penin r X Avert_r o=59.7 kips Leeward net force Fl=Fw,we=-32.2 kips Windward net force Fw=Fw,wa=22.3 kips Overall horizontal loading Fw.total=max(Fw-Fi+Fwh, Fw,total_nun)=59.7 kips I Roof load case 2-Wind 0,GCpt-0.18,-0cpe Ref. Ext pressure Peak Zone height coefficient velocity Net pressure Area Net force (ft) cPe pressure qp, (psf) p(psf) Aret(ft2) Fw(kips) A(+ve) 23.30 -0.05 II23.77 3.19 12752.35 40.65 B(+ve) 23.30 -0.44 23.77 -4.61 12752.35 -58.81 Total vertical net force Fw,v=-17.66 kips Total horizontal net force Fw,h=23.22 kips kryff Project Job Ref. 44 1 Durham Education Center Section Sheet no/rev. I Portland.Oregon Calc,by Date 1Chk'd by Date App'd by Date EB 8/14/2017 I Walls load case 2-Wind 0,GCpt-0.18,-0c1„e Peak Ref. Ext pressure velocity Net pressure Area Net force Zone height coefficient pressure p(psf) Are(ft2) Fw(kips) (ft) Cpe qp,(psi) A 14.00 0.80 20.96 18.53 2240.00 41.51 B 23.30 -0.50 23.77 -5.82 2240.00 -13.05 C 23.30 -0.70 23.77 -9.87 3611.97 -35.63 1 D 23.30 -0.70 23.77 -9.87 3611.97 -35.63 Overall loading Projected vertical plan area of wall Avert_w o=b x H=2240.00 ft2 Projected vertical area of roof Avertr_o=b x d/2 x tan(m)=2976.98 ft2 Minimum overall horizontal loading Fw,totat min=pmin w X Avert_w o+pmin r x Avert_r_a=59.7 kips I Leeward net force Ft=Fw,ws=-13.0 kips Windward net force Fw=Fw,wA=41.5 kips Overall horizontal loading Fw,totat=max(Fw-Ft+Fw,e, Fw,total min)=77.8 kips II Roof load case 3-Wind 90,GCpi 0.18,-Cpe Peak Ref. Ext pressure velocity Net pressure Area Net force Zone height coefficient pressure p(psf) Are(ft2) Fw(kips) (ft) Cpe qp, (psi) A(-ve) 23.30 -0.90 23.77 -22.46 1857.30 -41.72 1 B(-ve) 23.30 -0.90 23.77 -22.46 1857.30 -41.72 C(-ve) 23.30 -0.50 23.77 -14.38 3714.61 -53.42 D(-ye) 23.30 -0.30 23.77 -10.34 18075.48 -186.91 111 Total vertical net force Rey=-314.84 kips Total horizontal net force Fw,h=0.00 kips Walls load case 3-Wind 90,GCpi 0.18,-cpe Peak Ref. Ext pressure velocity Net pressure Area Net force Zone height coefficientpressure p(psf) Ater(ft2) Fw(kips) (ft) Cpe qp, (psf) A, 15.00 0.80 20.96 9.97 2320.83 23.15 A2 20.00 0.80 22.80 11.23 629.21 7.06 A3 32.61 0.80 26.32 13.62 662.13 9.02 B 23.30 -0.49 23.77 -14.25 3611.97 -51.48 C 23.30 -0.70 23.77 -18.42 2240.00 -41.27 D 23.30 -0.70 23.77 -18.42 2240.00 -41.27 Overall loading Projected vertical plan area of wall Avertw 90=d x H+d2 x tan(cto)/4=3611.97 ft2I Projected vertical area of roof Avert_r_90=0.00 ft2 Minimum overall horizontal loading Fw,total min=pmin w X Avert w_90+pmin r X Avertr 90=57.8 kips I IProiectJobRef. 4c i Durham Education CenterSection IPortland,Oregon Sheet nix/rev. Calc.by Date Chk'd by Date aRp'd by Date I EB 8/14/2017 Leeward net force Fi=Fw,we=-51.5 kips Windward net force 1 Fw=Fw.wn_, +Fw,wA 2+Fw.wA 3=39.2 kips Overall horizontal loading Fw.total=max(Fw-F1+Fw,h, Fw,totei min)=90.7 kips Roof load case 4-Wind 90,GCp1-0.18,+cpe IIRef. Ext pressure Peak Zone height coefficient velocity Net pressure Area (ft) cpe pressure p(psf) 2 Net force qp,(psf) Are Fw(kkipips)) A(+Ve) 23.30 -0.18 23.77 0.64 1857.30 B(+Ve) 23.30 -0.18 1.19 23.77 0.64 1857.30 IC(+Ve) 23.30 -0.18 1.19 23.77 0.64 3714.61 D(+ve) 23.30 2.38 -0.18 23.77 0.64 Total vertical net force18075.48 11.60 IFw,v=15.92 kips Total horizontal net force Fw,h=0.00 kips Walls load case 4-Wind 90,GCPI-0.18,+c p. 0Ref. Ext pressure Peak Zone height coefficient velocity Net pressure Area (ft) cPe pressure p(Psf} (ft2) Net force qp,(psf)g um Ater(ftFw(kips) 15.00 0.80 20.96 18.53 2320.83 43.01 A2 20.00 0.80 22.80 19.78 629.21 I 1111= 32.61 0.80 26.32 MEM662.13 14.68 23.30 -0.49 MEM Milli -5.69 3611.97 -20.57 I 23.30 -0.70 MEM -9.87 2240.00 -22.10 D 23.30 -0.70 23.77 -9.87 2240.00 -22.10 Overall loading IProjected vertical plan area of wall Avert w90=d x H+d2 x tan(a0)/4=3611.9 Projected vertical area of roof 7 ft2 Avert r 90=OM ft2 Minimum overall horizontal loading Fw,totei min=pmin_w X Avert_w 90+ Leeward net force P'"'n r X Avert r9=57.8 kips Fl=Fw,we=-20.6 kips Windward net force Fw=Fw,wA_1 +Fw,wA_2+Fw,wA0=70.1 kips Overall horizontal loading Fw,rowl=max(Fw-F1+Fw,h, Fw.tatet min )=90.7 kips I I I Project Job Ref, 4 I II 'Tiff Section Durham Education Center Sheet noirev. App'd by Date Date Portland.Oregon Chled by Date Calc.by EB 8/1412017 160 ft 'I' I ren.naMIN T ,*4-iv....o004 Le ormsv.,qh.igie4,4*,6,-A,Not.- 1 ' ,'Alayr$440444±,,ty..'4,11t4tOtogAiti141-WAV- i drAltratbritettAZNYAKOV414:42.1, I qlwrwel4W.rengeVen4AnanAli J,JerEenaliar en%."-.:-.'nave '''Alintald4VphAaratni 41 lin'En ne.-4r4-444*--`nOn-nn.ell pirenlann44+14,4 44aireaeint74++,0%,4.IV.One,e ta-44,,,taing) I = 4,y_eana,nr4Anelaen-es'al.,* -J.',7.4',44n ane'an"ne,r-aikeReana ''?' 441.154112e3baine^l'Zi6t:Varg#44448:47i-VaN °I. haRibutkr4raa-wAti;matistalri 1 Tegttgggt4t22A-tjrif4OSR4V4A - I ZtrixtfittttrSt-IRge-To.g_gaitA, r4 vrIrstitacta30.*;_r. ,,,,,, .. _ , -44"•-• OW 'j":tNr4 44'I& DIN44-1-+*ti"!V49 ,,,i1-,NL4,,,,,fre 444tAtrrett4,7-044 en'''44 4* Id'. 40#11 In i‘41. '4' 11 4 I LI 11 Man eaw Gable root 4-. ,- _ 11 , _ _ _________1 60 ft Windward face I .:t .zr k. I - - -''..*-'4 te,47444jVaD44-44444444+444 4+"4 4+7'4 4 155 144-----1 6 0 ft-- Side face 4 ft--oi Leeward face $ I 11 I I I Project 1 1I,ff Durham Education Center Job Ref. 47 111 Section Portland,Oregon Sheet no/rev Calc.by I Date I Chk'd by Date im EB 8/14/2017 APP'd by Date I 4Dft 6 I I ,4„,,,,,s. „ , , . : .... ,„. ,, .,..,..., 1 Kfintl-96* '¢ I. c -23 3�lh ero--__ ... r 1134 ft Plan Wash-Gable.rapt 4.1 I I -tib T I -,A1 IIa} 155ft— - - il Windward face v- ,- ,-- 11 r 3 , *+k } �5ii *xis - t v. I *---------160 ft o., 155 ft to 1 Side face Leeward face I I I I I 48 I KPFF Consulting Engineers Durham Education Center KPFF Project No.10021700152 I SITE GROUND MOTIONS PER ASCE 7-10, Chapters 11 and 12 i Use Site Class: D II Ss= Q.960 g Geotech Report I S1 = Q.420 g Geotech Report Fa= 1.116 {From Table 11.4-1 } 1 Fv= 1.580 {From Table 11.4-2} SMs= 1.071 g {SMs= Ss* Fa} SM1 = 0.664 8 {SMi = Si * Fv} Sas= 0.71 g (Sm' 2I3*SMs) S01 = 0.44 g (SD1 =2/3* SM1} To= 0.124s {To=0.2*Ts} I Ts= 0.619s (Ts=SD1 /Sos} T1= 16.0 s {From Chapter 22} a Ta= 0.26 s (Building Period per ASCE 7-10 Eq. 12.8-7} II or Ta= n/a {Alternate Building Period per Eq. 12.8-8 or 12.8-9 if applicable} T= n/a {Building Period from Dynamic Analysis} C = 1.4 {Coefficient for Upper Limit on Calculated Period from Table 12.8-1 } USE T= 0.26 s (Include Uperbound Limit on T per ASCE 7-10, Section 12.8.2} Sa= 1.173 g {Sa= Sos* (0.4+0.6 T/To) for(T<To) per Section 11.4.5.1 } or Sa-= 0,714 g {Sa=Sas for(To <T<Ts)per Section 11.4.5.2} or Sa= 1.726 g { Sa=So1/T for(T>Ts) per Section 11.4.5.3} or Sa= 107.694 g (Sa= SD1*TL I T2 for(T>TO per Section 11.4.5.4} USE Sa= 0.714 g I DESIGN RESPONSE SPECTRUM 0.8 g IPIIIIIIINIIIIMOIIIIIIIIMIIIIIIIIII MI to 0.7 8 Cn- 1111111111111111111111111111111 c 0.6 g -� L 0.5 g ' I d 0.4 1111i111111 Mal 11110 n g 0.38 �111111 I • 0.2 g. .■lr� w 1 01 8 ! 0.0 5 s 4.0 s 4.5 s 5.0 s 9 111 0.0 s 0.5 s 1.0 s 1.5 s 2.0 s 2.5 s 3.0 s Period,T I Site Ground Motions Printed:8/14/2017 at 1:49 PM Page 1 of 9 1 KPFF Consulting Engineers Project Name KPFF Project No.###### 49 I/ SITE COEFFICIENTS PER ASCE 7-10, Chapter 11 ITABLE 11.4-1 SITE COEFFICIENT, Fa SMapped Risk-Targeted MCER Sectral Res•onse Acceleration Parameter at Short Period Site Class Ss <=0.25 Ss = 0.50 Ss= 0.75 Ss = 1.00 IMMIEM A 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0Ilinallullinall 1.0 1.0 1.11.100.11 1.0 1.0 D 1.6 1.4 I ®. 2.5 1.0 MEM See Section 11.4.7 0.9 0.9 NOTE: Use straight-line interpolation for intermediate values of Ss. I I TABLE 11.4-2 SITE COEFFICIENT, Fv I Mapped Risk-Targeted MCER Sectral Res•onse Acceleration Parameter at 1-Second Period I Site Class S1 <=0.1 S1 =0.2 S1 =0.3 A 0.8 0.8 Si =0.4 Si >=0.5 ©�� 1.0 1.0 a.0 10.0 1.0.8 0 ID 1.6 2.4 2.0 . =MM. See Section®o 2.8 1.6 MEM 2.4 2.4 INOTE: Use straight-line interpolation for intermediate valu7 es of S1. V Site Class = D ISs = 0.960 S1 = 0.420 I Fa= 1.116 Fv= 1.580 I I I Site Coefficients Printed:8/14/2017 at 1:49 PM Page 2 of 9 50 1 KPFF Consulting Engineers Project Name KPFF Project No.###### EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 Section 12.81 Risk Category= Ill (From ASCE 7-10,Table 1.5-1 ) Seismic Design Category= D (From ASCE 7-10, Section 11.6) I From Site Ground Motions Spreadsheet: T= 0.256 s Sps= 0.7148 To= 0.124s Ts= 0.619s Sa= 0.714 g SD1 = 0.442 g Si TL= 16.00 s = 0.420 g I V=CSW (ASCE 7-10 Section 12.8) R= 6.5 (ASCE 7-10,Table 12.2-1 ) 11 le= 1.25 (ASCE 7-10,Table 1.5-2} R/ le= 5.20 Cs= 0.137 (Cs=St's I(R l le)Per Eq. 12.8-2) or CS= 0.332 (Cs= SQ1 /T/(R/le)Maximum per Eq. 12.8-3) or C5= 20,710 {Cs=SD1 *TL/T2/(R/ Ie)Per Eq. 12.8-4}or Cs= 0.0393 (Cs=0.044 Sps le or 0.01 Minimum per Eq. 12.8-5) or Cs= n/a ( Cs=0.5 Si /(R/le)Minimum, lFF S1 >0.6g per Eq. 12.8-6) USE Cs= 0.137 V= 0.137 W I SEISMIC BASE SHEAR (E.L.F. PROCEDURE) 0.160 - -Spectrum 0.140 10 -Minimum H v 0.120 Elimin ....•Base Shear — --Period .92 0.100 11111111111111 , 111 1 0.0802 0.060 ..simi 111 o m 0040 sillin-'uIII ansimi re imiammomms i 0.020 0 0.000 2.00 s 3.00 s 4.00 s 5.00 s 6.00 s a.aos 1.00s Period,T I Page 3 of 9 Equivalent Lateral Forces Printed:8/1412017 at 1:49 PM 1 KPFF Consulting Engineers Project Name KPFF Project No.##/###, 51 Vertical Distribution of Lateral Forces Per ASCE 7-10 I Section 12.8.3 Building Period= 0.256 s Building Weight= 652 k k = 1.0 {Per ASCE 7 Section 1 Base Shear, V= 90 k Base Shear, V I = 0.1374 W Roof Mech. Area (ft2) Wt(psf) Wt(kips) 7000 1 psf 7 k I Roof 7000 20sf Ext. Walls 2203 P 140 k Int. Walls 13 psf 29 k 6770 3 psf 20 k Level 2 Mech 14540 2 psf 29 k Floor 5700 30sf Roof 6800 P 171 k 20 psf 136 k Ext. Waits 6523 13 psf 85 k Int. Walls 11626 3 psf 35 k I I Floor Elevation Floor Wt. Level Height h Roof 11.50 ft 25.50 ft wx W"h"k C Fx 2 14.00 ft 196 k 4,987 0..439 39 k Ground 14'00 ft 456 k 0.00 ft 0.00 ft -_ 6,381 0.561 50 k E= 14.00 ft 652 k r --- -- 11,377 1=000 90 k 1 I • I I I 1 Vertical Distribution Printed:8/14/2017 at 1:49 PM Page 4 of 9 121E1111111111 DURHAM EDUCATION CENTER lcpff L......PORTLAND,OR awftt BORA larammum:::08/14/17 job No 10021700152 LEVEL 1 SHEAR WALL LAYOUT T'-' A.1! 'Z."' C:•<)-^"" -"Y" No so El -4, la, t.,11„ „„, Y •- . - ,a, : ,t Sti ." --*"--''''. ' B.1 IN - t, NM NI MB ill ca .r,:i , . ,- t ' ---*- I." 71- lei i , ,.., „.... , 1, '1...." , e,i - -YRI 1 . gm 0.2 .`0.1 . ., ail W Iii III MI iii r , i,, 4 am . ,,. 'II 11 1 v OS 4 I•, F 3 F 2 F.1 j __...__i_ F,5 F4 - i i 1 ......... NINE .& --;<",...."'",, ...-417 .... `'''`...p- , -- I j ). G.1 ,...t 1 MIN t ' — , - -.........„..7•...,,,,,,,..1,,, tilio , , ., ,..c, , arnis . row , outs -- 1 i 1 . , alimilimei ' °WU et misine 1.11M1,111 . massagigamas01111111111111•111.11111111111111111 ,F 1,- 64 pit 111111-11111F!1612181p11111111111 01 IV Ole 11111 1111 ass VIII NMI OM 1.1" lilla Mil io is sea me me an am sommi ell' • NMI iSis am illi um all int 1.1 kam Am ON *ow IMO ma es MIR Ern *ma Pro*ci DURHAM EDUCATION CENTER By EB Shoot No, 1q3ff Loc..PORTLAND OR c"'" BORA , Dale 08/14/17 Revised Job No. LEVEL 2 SHEAR WALL LAYOUT Dab/ 10021700152 (p. . c› a - ----t ---- — ---It ---4L- -- A,1.1-----4:ik _ 1 e t.....,,, , f—",g:;=,e, tztN ...._ • I i --;:47'IL—.---r,4 4'..÷%.-.,•' I . , . I 1 , . -1 ... 9 __• ...... el* r ell& „ s.-7. • ,.,,,..;......„<, .-) i -t--- .... CI. Ill ;311 1 IL. 1..- 1 1.''' ' I, "40 _: .1 cv 1 1- ‹> • MOVITR' t.- [art 6 — -----(0 ' 1 - L-11, . -7,- ,,-„- - :' . 1.--- 1 MIMI I ' ! t O't- ,.----TT 1 ,,;( illiw ; 0- c 4_,„,,. , i ,(Ar) 190 I CV ' (±)—'—' F '—,,,ir4 7 , 7 ' ' , f V --4'... .. . - (..)- ,, 't . 1 I G1 I . 1 1 1 I I 1 I ' I I i I I 1 1 ,,.. . , J 1 I 1 i i 1 K 111111111 1 1 1 1 1111111 F2, 655p11= C), Oa _4 I krrff Project: Durham Education Center By: EB Location: Portland,OR Date: 08/15/17 Revised: iial al Client: BORA Portland,Oregon Subject: Shear Wall Design Date: Lateral Force Distribution and Shear Wall Design-North/South Trib Width Force Above Total Force 0.7*Total Force E(ft) v(plf) Nailing-8d Wall w (Plt) (ft.) I (lb) Fx{Ib} (lb} (Ib) Roof 18.5 72 6"o.c. 4.2 655 6"o.c. I 0 4094 4093.75 2865.625 5.75 72 4.3 655 15.5 72 6"o.c. In 4.4 655 9.5 245 6" o.c. 5.1 655 0 8843 8842.5 6190 15.75 6"o.c. 5.2 655 En 11135 7795 10 779 3"o.c.EA SIDE 7.1 655 0 8.2 655 16.375 0 10726 10725.625 7507.9375 17 442 3" o.c. 4.25 117 6"o.c. 9.1 655 7.25 117 6" a.c. 9.2 655 0 4094 4093.75 2865.625 4.25 117 6"o.c. 9.3 655 8.75 117 6" o.c. 0 9.4 655 4389 40 110 6"o.c. 1.1 165 38 0 6270 6270 6"o.c. 8250 5775 25 231, 3.1 165 50 0 8250 32 127 6"o.c. 4.1 165/630 28/24 6" o.c. 28/24 16.25 127 4.2 165/630 4093.75 8479 12573 8801 6 127 6"o.c. 4.3 165/630 28/24 6" o.c. 4.4 165/630 28/24 15.25 127 9.5 480 3"o.c. 5.1 628 8842.5 8478 12124 3"o.c. 15.75 480 5.2 628 13.5 587 4"o.c. EA SIDE 7.1 628 11135 10676 21811 15267.7 7.2 628 12.5 587 4"o.c.EA SIDE 6 75 619 4"o.c.EA SIDE 628 14706 III 16.375 10725.625 10284 21009 17 619 4"o.c.EA SIDE 628 4.25 229 6"O.C. 9.1 628 7.25 229 6"o.c. 9.2 628 4093.75 8019 5613 I 4.25 229 6"o.c. 9.3 628 8.75 229 6"o.c. 9.4 6281 I I I I Project: Durham Education Center ®m■. 1 kryff Location: Portland,OR Date: 08/15/17 En Client: BORA Portland,Oregon Subject: Shear Wall Design I Date: ILateral Force Distribution and Shear Wall Design-North/South w (pifj Trib{ft.)Width Force(Ib) Fx owAbove Total Force 0.7*Total Force {Ibj (Ib) v(plf) Nailing-8d I MEM Roof 230 MEM 0 3680 11 315 3680 MIMI= 606 4"o.c. EA SIDE 1 IIM '� 315 0 12.5 331 4 o.c. 12.5 331 4"o.c. D.1 315 11111.11111 45.5 I D.2 315 0 14333 14332.5 10032.75 13.25 306 4"o.c. ©® 24 0 7560 19.5 306 4"o.c. 7560 5292 230 6"o.c. MI 242 1111111 242 3680 4235 5.75 5540.5 443 3"o.c. 1 242 6.75 443 3"o.c. eill= 242 9499 14917.7 12.5 597 4"o.c.EA SIDE D.1 242 12.5 597 4"o.c. EA SIDE 1 D.2 242 9619.5=11=11 11:1116766.4 13.4 510 4"o.c. EA SIDE F.1 19.5 510 4"o.c. EA SIDE F.2 7.5 169 60 o.c. F.3 242/560 18/6 0 5.5 169 6"o.c. F.4 7860 7860 5502 8.5 169 6"o.c. F.5 5.5 169 6"o.c. ® 560 20 7560 ® 169 6"o.c. 11200 18760 H.1 560 ® 4"o.c.EA SIDE H.2 560 14 0 7840 7840 13 164 6"o.c. H.3 560 5488 13 164 6"o.c. 7.5 164 6"o.c. I I I I I/ _6 1 ltsijf f Project: Durham Education Center WilliNIMIIII (}$/15/17 Date: Location: Portland,OR Job No. Client: BORA Portland,Oregon Subject: Shear Wall Design Date: I Shear Wall Chord Force Calculations-North/South CM I km.(Ib) P2 o1(Ib) ® Holdown v (Plf) ®® W01(p� Roof 4 27 0 0 1030 HDU4 1425 2 72 18.5 16 HDU4 6002 0 4200 1259 4.3 72 5.75 18 27 762 HDU4 1092 12 27 0 0 4.4 72 15.5 0 3981 HDU4 4184 5.1 245 9.5 16.5 27 0 5.2 245 15.75 11 53 0 0 2487 HDU4 3159 7.1 779 10 13 105 9870 HDU14 10710 I , 0 0 0 6068 HDU8 6435 8.2 442 17 14 27 0 0 907 HDU4 998 9.1 117 4.25 8 27 0 11 27 0 3300 1238 HDU4 5023 27 0 3300 9.2 117 7.25ii HDU4 5330 14 1609 9.3 117 4.25 0 1930 HDU4 2117 9.4 117 8.75 17 27 0 18 27 0 0 1708 HDU4 2562 1.1 110 40 0 3658 HDU4 5258 25 18 80 0 3.1 231 0 1426 HDU4 4157 32 18 107 0 4.1 127 4.2 127 16.25 14 327 0 450 1476 HDU4 6612 0 450 2542 HDU4 9348 4.3 127 6 14 3272433 HDU4 3089 14 27 0 0 4.4 127 15.25 0 0 9393 HDU11 11166 5.1 480 9.5 12.3 207 394 1238 7275 HDU8 12918 5.2 480 15.75 12.6 271 1800 0 14137 HDU14 23773 7.1 587 14 13.0 705 0 5387 HDU5 12578 1 7.2 587 12.75 13.0 705 0 0 7105 HDUB 8725 8.1 619 6.75 12.3 300 012290 HDU14 20954 8.2 619 17 12.3 327 0 3500 855 855 3356 HDU4 5875 9.1 229 4.25 14 312 9.2 229 3453 HDU4 11354 7.25 14 312 855 1710 9.3 229 4.25 14 417 1440 1710 3654 HDU4 113928241 9,4 229 8.75 14 507 480 480 3789 HDU4 Note: P1 and P2 are point loads on each end of the shear wall I I I I Project: Durham Education Center ; 57 11 1(111f 111111113111111 Location: Portland,OR Client: BORA Date: 08/15/17 Portland,OregonICESIIIIIIIIII Subject: Shear Wall Design Date: II Shear Wall Chord Force Calculations-East/West I ® v (plf) ® h(ft) WOL(PIf) Pi oL(Ib) P x oL(Ib) T(lbs) Holdown 112:2 Roof I A.1.1 606 4.25 12.5 315 1890 1890 6297* B.1 331 12.5 12.5 N/A 7576* 490 0 8000 2603 B.2 331 12.5 12.5 HDU4 16303 I 490 0 8000 2603 D.1 306 13.25 13.5 400 0 0 2811 HDU4 16303 D.2 306 19.5 I3.5 400 HDU4 7051 0 0 2186 HDU4 IG 230 22.75 6 350 8426 500 2000 -860 N/A 7960 I A.1 443 5.75 13.6 0 Q 1300 6039 HDU8 7469 A.2 443 6.75 13.6 0 1000 B.1 597 1300 5539 HDU5 7469 12.5 13.6 530 0 8.2 597 I D.1 0 9077 H0U11 28077 12.5 13.6 510 13.4 13.6 530 440 0 0 9285 HDUll 28077 0 0 8280 HDUll 17237 D.2 510 19.5 13.6 I 440 0 0 6984 HDU8 F.1 169 7.5 21 405 20088 F.2 0 1215 2796 HDU4 6562 169 5.5 21 405 0 1215 2998 HDU4 6117 F.3 169 8.5 21 405 F.4 169 5.5 21 405 0 1215 2695 HDU4 6785 0 1215 2998 HDU4 6117 F.5 169 5.5 21 405 1215 I G.1 571 22.75 12.5 1215 2391 HDU4 6117 350 H.1 164 13 14 405 Q 0 4286 HDU4 19476 H.2 164 13 14 405 900 1215 527 HDU4 6526 900 1215 527 HDU4 6526 I H.3 164 7.5 14 405 1215 2430 927 HDU4 6637 I Note: P1 and P2 are point loads on each end of the shear wall 1 *Discontinuous shear wall,overstrength(Q0)applied to supporting beam I I I 58 i 1 1 1 1 1 f 1 MISCELLANEOUS CALCULATIONS � 1 1 i 1 1 1 f 1 i„iy — d I . _ .rt11 t $ , I El— l'W tALej j5<1 0)7 - )( ' *0 n . i - al 0 L. - 4 1 f cla 71,4a. I 8 CaL43:r1"1310 1:714-$2 SAA00;40(Itm.j 59.0 ...7. 1,,,i i I11 01/21._;/N c, - - { -1 1 k ' oris . V II SNI r W11 1144 4 dill = 'I. , I! 114joi I I 4 I I toy oQ �N qot Pe ^e21 — _ uo0etp P�l�d L' ___ . +� 69b _. _ uotW30, ON{eey, a �s ' 4. ,. ,I �' as Sheet No. Project - $d� C .. sarvi e 60 litlYff Location Date i... Job No. A Revised Client —" ¢}Date ...:.. aorna,a.Dragon tf .�. 7 1 f' C ` 1 v 1,2..D t t6 ID S ) - '41::,sF 1 i e , ,1 Ito ;, - , cP) 52- tsc I e,. G $t ..... 9,_01, seelv 4P� it 'bib viiet"C ' " = .5 ti \ '''4 ' m gi o-� m s. TPt lit"' `° s6. ! a 1 CA lcsi °f 'J t 2," I! 321 y , 91- ' . 7 ria ct . i i( / :-- I .1 y e t — 2.S .2.11, , p i 2-n C, aeri21! Ar ::-..0.„ ,rt,.. ... .;. , II .3 I 3 1 wP �- : 1I ( -(-41. , I v 7q — ,' �' , : 11,441M 11,44- I = rigs - 1 t ) , 9. s r 7 adkrm - `'i til ate I h ! . b2, .9 (fslilS) 2,L 4.)-411 I (n -,7;-* L 111 tAA 1 I I A 1 1. , I ri # rri 0.1 d P 1 apa {uegJ RthIE '_„,,,,,,31 LI-9 °N3eeyg Ault, A9 ;oe[oid I Sheet No Protect pA. vset C. $ i By fillip 62 1CPff Location Date "� kit 17 Job No. Client Revised Portirnd.ore(nn Date I . . '{. t . c) a I _ ' 1411 12% ( ") I 11,1 C -I n7- It . - b.° " si. °1 w z 3 s 5 CH elf 2 l z. t Q ' - 8 0--4' 4 ..: I . I V ik) = , )I 1/2, " A3(0 FLA TE pew - tts 1 tog " -1 Also 1111 1 ( ! E _ Project 01,4F4tArn q) MA 8Y p_ Sheet No. Location _ ' 8" s 147ffc_ Date /1 bb _ 63 Client i«Ikand.Oregon Re rfsed Job Job No.� r� � _ Date I Hrod _ I4/474•, __ ..n _ `a 140246-Et- , 1302.16- I:tilt° 14,-re I i te, LLQ II a 1 7 '1.5 .%.,.. Li 8. - ot 7 e / FC g l'' (:).`6 F 0 6 (446t-S1)':: " i • { p I Hss x 13S° ic, , i o - r I ( i f15.5", L.A.q x 1,18 i, I USE HSS tlX l/- I I 1 i ii Sheet No. 64 IProtect By gp 1C13eff Location Date t t Job No. I 1,1 1=1.11111111111111Giant Parliond.orecon cntiop V Date —4 Vi , , Pif a 1 muat4617..4--'1,570'27:6' . ft:°"""344. '1 is 14416 16 III s- ,� s. 3 , 14/302, ° t . °' A ' . C # 1I - . BI 15 t tFt . . ° Sit i a . ProJectikigliAM EtAACATHN GEN BY ------liheat m I kryff Location _ 65 n Client t Portend Oregon I Revised Job No. Y� II 1 A.,. .vi 6. --- (1--;11, „t6161):- .5,- .a.e. I 1 1 i i b ---,- .4 c4 psi' L Pv pane,is :1 1 I 1 13-r s1 IIt I f i I I f j 1 f I I I I y E I I pp° a I 1 4 I I> Ra}ect EVAcitnot4 By Amp Sheet No 6 6 Location dote <1 Of Revised { Job No, Client L PodDote Portland, ktioxiak kvtai Yit igoi, 110'Pt. L r.r t tia Asp - t ' r- go r si- ti- .yam %--7-sfi 1i . 110• , , 16.(-1- ; YYtu'r: 4416 tL4t ( :"). -5_ 1 VSE (r-::' , '1910th, , i.... giqq146 ::: , TF-1 lax6 fosi !ii , " 1 g g.i.l'a.AK3 fig • ` ' t1! 21." ins 30- 2''' i Pi,' * Fb C.Deq- : t . )(016) I -1/61 (1.14(1Y- 12 .C9 CLQ . Sheet No 111 Pmject DIAMIAPI '':•,--17,M Cet4 Te7L BY AMP 6-7-1 I lqaffr Revised Job No nd Oregon Locotton ----- Cilent De 7/17 Portla eigit,t)rld Date CRNOPY — 40 .4_ I -61° 1r „ 0, ezz(-5 I - 0,4 ce, ,„--- siipsL , .- 12.11). ,1 )-1. fs....s i I 1 1 rst Lo-s9) ::''ksz fil: 676 _,, I 1 F0 I-: ilse) i Cit____t_...cw-Yoatx,e1) I i r3 j,e4P1 11„„e \ .9- wbs Lfs% rsi I Iszini a 7---1-lesi.) i3szrsi (I- , t IC I SU F5't 5U Ag.„ ' Vi.,, , -Iv 1.2 .-:,.... as I tec.%5)2- i 6°C)it'S i VI „. it i raj 1- = ‹, v I 3.1 4 i 1 , O. 1 G I. pos 51) ri 7 .....7.3 TSI,i I i (ASE- Lc(D PCS:r S liVI, I 14- ---- V , / v .S.., 68 IL-lim,..j,ps. 16 - I 1 i I I t 1.4' 2,9 VYI ;17 8711' 16 } I iil I 4' r el lb , IL I _-- --- Sheet No. c o vProiect 1431 AM ubvt By 68 Date 1117 Job No. —. ltPlwfLocation Revised Ciient e a Date patland.Orapan ill oN fl s ' 0 II 1 1 t t 1 7 z i•. SI (112 civ . ' 1 0ti ilii� r Odie ° " C l ' ° ' lb : o1 - 4. trO I \1104 1 '' 2.5 1 .2 V; Li ICA T6 E SAS k gia &,,,,,- ?,...,, ,..,i" ., 1,1 ENP DIST: 2:15" 6. P CAST ; ' 1:3 Veil ' , . C / ' . . I I (Pr 0 BY lyre SheetNo project ) CAr 69 .... le IIIgjff Location ------ - - Client Revised Job Na, (:- Portland Oregon eigt4De 41" Date •( 1 ,..,....._________________--.,________,________ I CO PP or . 11$s Fb-ST- -_-__ I ' rii 0 lin 1-- 17c, Co L'L -.- 111 12" (2 11tS) ITEN S.%ON Pr r-EN I -14.1/41' "A 1" MAI E II A ir12- - I I =' .. 44 .I- °. al's _ / i- a 3-15 1 b ' -- - -----------.- -.--- I.375 4, = 16116 4 6.6isinz- - 243 est' I FC-4.' 7.-. fa A5rriCt,315) .` ‘ esi r 6 >,P v I , tAse iux 14 /Litie Ls FLA-Te: I ? 1 /2- (P51 IL 4 I "Ctsin' - - fil WI 2. = 1 Ito I.1r *f t 1/2, .0,6,52 k-fl. (12tsn) I o o I , , 1.4. ...,. E 1..- t Iti'1 7f— ( 5- , „- I 01/12,1rt 0.7 t,rig iyekst) .7 3.315 k• -ill = 21 (41* --":-..-- III Sheet No. i�roJect- ti fliA C fay il , 70 1 Date '; CPff Location _. ._ Job Na. 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Location 1 Job No Tient Revised PaNana,Oregon Date 4 ti it I v , 1, fill's-- , , 1, 1 2Ms•41 - 9:PcK TtYY) - 1C -i 14.-16/ 1 s *9 c I 6. I 1 r it i I x_0 I I l 1 I 1 i 3 I 4 �� E 1 kriff Project Durham Education Center By Stocek Sheet No, Lovation Portland,Oregon 1 75 Date 7/24+2017 I Client BORA Revised Job No. Portland,Oregon Trash Enclosure Wall 217152 Date I RETAINING WALL ANALYSIS IIn accordance with International Building Code 2015 Tedds calculation version 2.9,00 I Retaining wall details Stem type Cantilever Stem height hstem=8.833 ft I Stem thickness tstem=8 in Angle to rear face of stem a=90 deg IStem density ystem=150 pcf Toe length !toe= 1.167 ft Heel length Iheel=1.167 ft I Base thickness tbase=12 in Base density ybase=150 pcf IHeight of retained soil hret=0.083 ft Angle of soil surface fl =0 deg Depth of cover direr=1 ft IDepth of excavation dexo=1 ft Retained soil properties ISoil type Medium dense well graded sand Moist density ymr=135 pcf Saturated density 'Yu=145 pcf I Effective angle of internal resistance Or=30 deg Effective wall friction angle &=0 deg IBase soil properties Soil type Medium dense well graded sand I Soil density it,=115 pcf Cohesion cb=0 psf Effective angle of internal resistance 41b=30 deg IEffective wall friction angle 8b=15 deg Effective base friction angle 8bb=30 deg IAllowable bearing pressure Pbearing=3330 psf Loading details Horizontal line load at 7.833 ft Pu =200 plf I I I Stocek Sheet No. liiiProject Durham Education Center By 2 7 1 Location Portland Oregon Date 7/20/2017 Revised Job No. Client BORA 217152 Portland,Oregon Trash Enclosure Wall Date I -R=•zaw**pi I 20041« i Is -\ 1I I I awn T i ' 1 _ p.,.. ,-* aaxs 11111 Spa I }41 3 oxx®• 401 I General arrangement I Calculate retaining wall geometry Base length (base=hoe+torr,+Iheet=3.001 ft Moist soil height hmoist=hsott=1.083 ft Retained surface length lsur=heel=1.167 ft Effective height of wall heff=hbase+doover+hret=2.083 ft Area of wall stem Astern=hstem X tstem=5.889 ft2 -Distance to vertical component Xstem=hoe+tstem/2=1.5 ft Area of wail base Abase=Ibase X these=3.001 ft2 -Distance to vertical component xbase=Ibase/2=1.5 ft Area of moist soil Amoist=hmorat X keel=1.264 ft2 -Distance to vertical component Xmoist v=Ibase-(hmoist X it,e /2)/Ameist=2.417 ft -Distance to horizontal component Xmolst_h=heff/3=0.694 ft Area of base soil Apass=drover X hoe=1.167 ft2 -Distance to vertical component xpass v=Ibase-(dower X itoeX(Ibase-hoe I 2))/Apass=0.584 ft -Distance to horizontal component xpass_n=(drover+hbase)/3=0.667 ft I I I Project Durham Education Center By Stocek Sheet No. Location Portland,Oregon Date 7J2t7J2{}17 3 77 Igiant BORA Revised Job No. Portland,Oregon 217152 Trash Enclosure Wall Date I Using Coulomb theory IActive pressure coefficient KA=sin(a+402/(sin(a)2 x sin(a-&)x[1 +'1[sin(4r+8r)x sin(4r- R)/(sin(a-8r)x sin(a+R))]]2)=0.333 IPassive pressure coefficient KP=sin(90-4)2/(sin(90+Sb)x[1 -"I[sin(Ob+Sb)x sin(4b)/ (sin(90+&))]]2)=4.977 From IBC 2015 c1.1807.2.3 Safety factor I Load combination 1 1.0 x Dead+ 1.0 x Live+ 1.0 x Lateral earth Overturning check 1 Vertical forces on wall Wall stem Fstem=Astern X?stem =883 plf IWall base Fbase=Abase X Wase=450 plf Moist retained soil Fmoist_v=Amotst X ymr=171 plf Total Ftotaly=Fstem+Fbase+Fmoist v=1504 plf I Horizontal forces on wall Line loads FP h=PL1 =200 plf IMoist retained soil Fmolst_h=KA X Ymr X hent/2=98 plf Base soil Fesa h=-Kp x cos(8b)x yb x(hpass+hbase)2/2=-276 plf ITotal Ftotat_h=Fmoist h+ Fexc h+ FP_h=21 plf Overturning moments on wall Line loads MP OT=abs(Po)x(p1 +these)=1767 lb ft/ft I Moist retained soil Mmotst_oT= Fmoisth X Xmoisth=68 lb_ft/ft Total Mtaat_oT=Mmolst OT+MP OT=1834 lb_ft/ft IRestoring moments on wall Wall stem Mstem_R=Fstem X Xstem= 1325 lbft/ft IWall base Mbase R=Fbase X xbase=675 lb_ft/ft Moist retained soil MmoistR=Fmoist v X Xmorst v=413 lb_ft/ft Total Mtaat R=Mstem_R+Mbase_R+Mmoist R=2413 lb_ft/ft ICheck stability against overturning Factor of safety FoSot= Mtotai R/Mtotat_or= 1.315 < 1.5 IFAIL-Factor of safety against overturning is inadequate Bearing pressure check 1 Vertical forces on wall Wall stem Fstem=Astern x Ystem=883 plf Wall base Fbase=Abase X '}base=450 plf I Moist retained soil Finalst_v=Amoist X Ymr=171 plf I Stocek Sheet No. Project Durham Education Center By4 13 I Location Portland,Oregon Date 7/2012017 Revised Job No. Chant BORA 217152 Portland,Oregon Trash Enclosure Wall Date I Base soil Fpass v=Apass x'yb=134 plf Total Ftotai v=Fstem+Fbase+Fmoist v+ Fpass v=1638 plf Horizontal forces on wall Line loads FP_h=Pu =200 Of Moist retained soil Fmoist n=KA X yew X heft /2=98 plf Base soil Fpass h=max(-KP x cos(&)x 7b X(dcover+hbase)2/2,-(Fmoist h+ FP_h))=-298 plf Total Ftotat_h=max(Fmoist_h+Fpass_h+FP_h,0 plf)=0 plf Moments on wall Wall stem Mstem=Fstem X Xstem=1325 lbft/ft Wall base Mbase=Fbase x Xbase=675 lb ft/ft Line loads MP=-(Pu x(p1 +terse))_-1767 lb ft/ft Moist retained soil Mmoist=Fmoist v x)(moist v-Fmoist h X Xmoist_h=345 lb ft/ft Base soil Mpass=Fpass_v x xpass_v=78 lb ft/ft Total Mtotai=Mstem+Meese+ Mmotst+Mpass+MP=657 lb ft/ft Check bearing pressure Propping force Fprop base=Ftotat h=0 plf II Distance to reaction x=Mtotai/Ftotaty=0.401 ft Eccentricity of reaction e= x-Ibase/2=-1.099 ft Loaded length of base hoed=3 x x=1.203 ft Bearing pressure at toe gtoe=2 X Ftotat v/hoed=2723 psf Bearing pressure at heel ghee!=0 psf Factor of safety FoSbp=Pbeartng/max(gtoe,ghee!)=1.223 PASS-Allowable bearing pressure exceeds maximum applied bearing pressure I RETAINING WALL DESIGN In accordance with ACI 318-11 and MSJC-11 using the strength design methodI Tedds calculation version 2.9.00 Concrete details Compressive strength of concrete f =4000 psi Concrete type Normal weight Reinforcement details III Yield strength of reinforcement fy=60000 psi Modulus of elasticity or reinforcement Es=29000000 psi Cover to reinforcement Top face of base ebt=2 in Bottom face of base Cbb=3 in I I Ilik:13.ff Project Durham Education Center By Stocek Sheet No. Location Portland Oregon 5 79 Date 7/20/2017 Ghent BORA Revised Job No. I Portland,Oregon Trash Enclosure Wall Date 217152 I Masonry details I8"CMU in running bond,fully bedded with PCL class M mortar, grouted at 24"centers Compressive strength of unit far=1900 psi Net compressive strength-Table 2 fm=1500 psi 111 Net modulus of elasticity-c1.1.8.2.2.1 Em=900 X fm=1350000 psi Modulus of rupture-Table 3.1.8.2 fr=96 psi IThickness of unit tb=7.625 in Length of unit lb=15.625 in Height of unit hb=7.625 in IThickness of joint ti=0.375 in Face shell thickness twr=1 25 in I End shell thickness two=1.25 in Internal web thickness twi=1.25 in Depth of cavity tc=tb-2 x twt=5.125 in 1 Length of cavity IC=(lb-twi-2 x twe)/2=5.938 in jF 15.525' _ si 14-0.375• f 125' T NW K: : -1. WM, $ kit i: f ESNi 1 IQ . ..Eartirlirifriiianariali_... tazaringliSLIZ 25' 3 -0{4 141-5.939'--10113 14-5.936'_ 141- T IFrom IBC 2015 61.1605.2.1 Basic toad combinations Load combination no.1 1.4 x Dead ILoad combination no.2 1.2 x Dead + 1.6 x Live+ 1.6 x Lateral earth Load combination no.3 1.2 x Dead + 1.0 x Earthquake+1.0 x Live+ 1.6 x Lateral earth ILoad combination no.4 0.9 x Dead + 1.0 x Earthquake+ 1.6 x Lateral earth I I I II I lqftlfilf Project Dulhato Education Center Location Portland,Oregon By Slocek Date 7/20/2017 Sheet No. 8 8 1 Client BORA Revised Job No. PorfiTrash Enclosure Wall and,Oregon 217152 Date 1 4 4 I , 1 I alio 4 I a 14 rl ri 711 I 4 t I I 'Ss , I I I S iAr, : 111111,1a 42 i 2 1 I I I I 1 I 1<piff Project Durham Education Center By Stocek Sheet No. Location Portland,Oregon 7 81 Qate 7/20/2017 Client BORA Revised Job No. Portland,Oregon 217152 Trash Enclosure Wall Date I l-Jn.eMr..c.µ..tiv,.b.s.,,,,,,, BM.bre...Can0Yv6m M.3.6.4.m e40010010t-0I0-cdnu.tlen Me.i-1J000tat I 03 I , I I . ,,, s i .3, ._� OS I. - t ICheck stem design at base of stem Depth of section t=8 in I Masonry section properties Gross cross-sectional area A=tb- 1.333 x lc x tb/(lb+t})=61.1 in2/ft Gross moment of inertia I=tb3/12- 1.333 x lb x tc3/(12 x(lb+ti))=376.7 in°/ft IGross section modulus S =2 x I I tb=98.8 in3/ft Gross radius of gyration r=4(1/A)=2.5 in IReinforced masonry-Section 3.3 Design bending moment combination 2 M=30262 lb_in/ft Axial load P= 1.2 x 7stem X hstem x A=674 lb/ft I Effective height h=2 x hstem= 17.667 ft Slenderness ratio h/r=85.361 I Nominal axial strength-exp.3-18 lb/ft Pn=0.8 x(0.8 x(A-Asr.prov)x fen)x[1 -(h/(140 x r))2) =36704 Strength reduction factor-c1.3.1.4 $=0.9 I Design axial strength 4>Pn=$x Pn=33033 lb/ft P/4lPn=0.02 IPASS-Nominal axial strength exceeds axial load Reinforcement provided No.6 bars @ 24"c/c Area of reinforcement provided Asr.prov=7t X 4>s2/(4 x ssr)=0.221 in2/ft Depth of reinforcement d=3.813 in Maximum usable compressive strain of masonry-c1.3.3.2 IEmu=0.0025 Tensile strain in reinforcement at balance point Es=fy/Es=0.002069 I 1 kriff Project Durham Education Center B y Stocek 8 82 Location Portland,Oregon Date 7120t2017 Sheet No Revised Job No. Giant BORA 217152 Portland,Oregon Trash Enclosure Wall Date I Tension reinforcement strain factor as=1.5 Maximum area of reinforcement Asr.max=0.64 x fm x d x[Emu I(Emu+as x Es)]I fy=0.327 in2/ft PASS-Area of stem reinforcement provided is less than maximum allowable Distance from fiber of maximum compressive strain to neutral axis c=dxEms/(Ems+Es)=2.086 in I Tensile force at balance point Tb=Asr.arov x fy=13254 lb/ft [31 =0.8111 Compressive force at balance point Cb=0.8 x fm x(31 x(lb+ti-1.333 x lc)I(lb+tj)x c=12144 lb/ft Design axial force at balance point Pb=4)x(Cb-Tb)=-999 Ib/ft Design moment at balance point Mb=CO x(Tb x(d-tb/2)+Cb x(tb/2-G31 x c 12))=32549 lb_in/ft Strength interaction diagram c I d c(in) C(Ib/ft) T(Ib/ft) fs(psi) M(lb_in/ft) P(Ib/ft) 0.01 0.038 222 13254 60000 758 -11729 0.1 0.381 2219 13254 60000 7309 -9931 0.2 0.763 4438 13254 60000 14009 -7934 0.3 1.144 6657 13254 60000 20100 -5937 0.4 1.525 8876 13254 60000 25581 -3940 0.5 1.906 11094 13254 60000 30454 -1943 0.547 2.086 12144 13254 60000 32549 -999 0.6 2.288 13313 10677 48333 34718 2373 0.7 2.669 15532 6863 31071 38372 7802 I 0.8 3.05 17751 4004 18125 41418 12373 0.9 3.431 19970 1779 8056 43854 16371 1 1 3.813 22189 0 0 45681 19970 1.1 4.194 24408 0 0 46899 21967 1.2 4.575 26627 0 0 47508 23964 1.3 4.956 28845 0 0 47508 25961 1.4 5.338 31064 0 0 46899 27958 1 1.5 5.719 33283 0 0 45681 29955 1.6 6.1 35502 0 0 43854 31952 1 1.7 6.481 37721 0 0 42535 33033 I I I 1 kPff Project Durham Education Center By Stocek Sheet No. Location Portland,Oregon Date 7/2012017 9 83 Client BORA Revised Job No. Portland Oregon Trash Enclosure Wall 217152 Date I 35000 I... I : lb JnI t,33033IMt 30000 ?,,pr 00..... 750619_1/Ott,25961 t61R i 20000 15000 �. 50000 _. S 5000... I o w I0 In1tt,6741618 - a g -5000 _.. 0 ° 1811111111 IDesign moment$0,4„-Ib_kdlt i From strength interaction diagram... I Maximum moment Mmax=47508 Ib in/ft Limiting moment under applied axial load Mumu=33040 lb in/ft MIMon*=0.916 IPASS-Design flexural strength exceeds factored bending moment Design shear force V=362 lb/ft Nominal shear strength-c1.3.3.4.1.2 Vn=min((4-1.75 x min(M/(V x tb), 1))x A x Arm x 1 psi) +0.25 I x P, 4 x A x g(fm x 1 psi))=5491 lb/ft Strength reduction factor-c1.3.1.4 clh,=0.8 IDesign shear strength Q1Vn=IN x Vn=4393 lb/ft V/On=0.082 I PASS-Design shear strength exceeds applied shear force Check base design at toe Depth of section h =12 in IRectangular section in flexure-Chapter 10 Design bending moment combination 2 M=2023 lb_ft/ft 1 Depth of tension reinforcement d =h-cbb- bb/2=8.688 in Compression reinforcement provided No.5 bars @ 12"c/c Area of compression reinforcement provided Abt.prov=7t x OW/(4 x sbt)=0.307 int/ft I Tension reinforcement provided No.5 bars @ 12"c/c I Prosect Durham Education Center 10 H Location Portland,Oregon Data 7(20x2017 Revised Job No. Client BORA By Stocek 217152 Portland,Oregon Trash Enclosure Wall Data Sheet No. Area of tension reinforcement provided Abb.prov=7C X 4b2 1(4 X Sbb)=0.307 in2/ft Maximum reinforcement spacing-c1.10.5.4 smax=min(18 in,3 x h)=18 in PASS-Reinforcement is adequately spaced Depth of compression block a=Abb.prov x fy/(0.85 X fc)=0.451 in Neutral axis factor-c1.10.2.7.3 p1 =min(max(0.85-0.05 x(fn-4 ksi)/1 ksi, 0.65), 0.85)=0.85 Depth to neutral axis c=a/p1 =0.531 in Strain in reinforcement Et=0.003 x(d-c)/c=0.046101 Section is in the tension controlled zone Strength reduction factor Of=min(max(0'65+(et-0.002)x(250/3), 0.65),0.9)=0.9 1 Nominal flexural strength Mn=Abb.prov x f„x(d-a/2)=12980 lb ft/ft Design flexural strength 4Mn=$r x Mn=11682 lb ft/ft M/4Mn=0.173 PASS-Design flexural strength exceeds factored bending moment Sy iteration, reinforcement required by analysis Abb.das=0.052 in2/ft Minimum area of reinforcement-c1.7.12.2.1 Abb.min=0.0018 x h=0.259 int/ft PASS-Area of reinforcement provided is greater than minimum area of reinforcement required Rectangular section in shear-Chapter 11 1 Design shear force V=1940 lb/ft Concrete modification factor-c1.8.6.1 X= 1 Nominal concrete shear strength-egn.11-3 Vn=2 x X x 4(f0 x 1 psi)x d=13187 Ib/ft Strength reduction factor 4:ts=0.75 1 Design concrete shear strength-c1.11.4.6.1 4)V0=4)a x Vn=9890 Ib/ft V/OW=0.196 PASS-No shear reinforcement is required I Check base design at heel Depth of section h=12 in Rectangular section in flexure-Chapter 10 Design bending moment combination 3 M=242 lb ft/ft Depth of tension reinforcement d =h-cbt-41bt/2=9.687 in Compression reinforcement provided No.5 bars @ 12"c/c Area of compression reinforcement provided Abb.prov=1C x 4bb2/(4 x sbb)=0.307 in2/ft Tension reinforcement provided No.5 bars©12"c/c Area of tension reinforcement provided Abt.prov=7C X Q1bt2/(4 x sbt)=0.307 in2/ft Maximum reinforcement spacing-cl.10.5.4 smax=min(18 in,3 x h)=18 in is adequately spaced I PASS Reinforcementeq Y Depth of compression block a=Abt.prov x fy/(0.85 x fc)=0.451 in Neutral axis factor-c1.10.2.7.3 p1 =min(max(0.85-0.05 x(fc-4 ksi)/1 ksi,0.65), 0.85)=0.85 I Project Durham Education Center By Stocek Sheet No. Location Portland,Oregon 11 8 5 Date 7!20/2017 Client BORA Revised Job No. 217152 Portland Trash Enclosure Wall Date Depth to neutral axis c=a/fit =0.531 in ' Strain in reinforcement Et=0.003 x(d-c)/c=0.051753 Section is in the tension controlled zone Strength reduction factor (tir=min(max(0.65+(et-0.002)x(250/3), 0.65), 0.9)=0.9 A Nominal flexural strength Mn=AbLp 0 x fy x(d-a/2)=14514 lb_ft/ft Design flexural strength 4Mn=4it x Mn=13063 lb ft/ft M/(1)Mn=0.019 PASS-Design flexural strength exceeds factored bending moment ' By iteration, reinforcement required by analysisAbt.des=0.006 in2/ft = Minimum area of reinforcement-c1.7.12.2.1 Abt.min=0.0018 x h0.259 in2/ft PASS-Area of reinforcement provided is greater than minimum area of reinforcement required Rectangular section in shear-Chapter 11 Design shear force V=430 lb/ft Concrete modification factor-c1.8.6.1 =1 Nominal concrete shear strength-egn.11-3 VV=2 x X,x /(fe x 1 psi)x d =14705 lb/ft Strength reduction factor $ =0.75 Design concrete shear strength-c1.11.4.6.1 (1)Vo=4)s x Vc=11028 lb/ft V/OVc=0.039 IPASS-No shear reinforcement is required Transverse reinforcement parallel to base Minimum area of reinforcement-c1.7.12.2.1 Abx.neq=0.0018 x these=0.259 in2/ft Transverse reinforcement provided No.5 bars©12"c/c each face Area of transverse reinforcement provided Abx.prov=2 x 7G x thbx2/(4 x sbx)=0.614 in2/ft PASS-Area of reinforcement provided is greater than area of reinforcement required I I I I I 1g:if Project Durham Education Center By Stocek 12 86 Location Portland,Oregon Date 7120!2017 Sheet No. Revised Job No. Client BORA 217152 Portland,Oregon Trash Enclosure Wali Date -►l h-�sir 1 I I I rNo ens 24"dc WSW*ra tr Nc 2. I C " 1 I 5 Nra rmem,.@+r ac Woven)a it ore * nm inbruwrt In Retnfarcement details I I I 1 I I I I I I kPff Project Durham Cir BY AHS Sheet No. Location Date 8/14/2017 1 87 IClient BORA Revised Job No. 10021700152 Portland,Oregon Planter Retaining Wall Date I RETAINING WALL ANALYSIS IIn accordance with International Building Code 2015 Tedds calculation version 2.9.00 I Retaining wall details Stem type Cantilever Stem height hstem =1.5 ft IStem thickness tstem=6 in Angle to rear face of stem a=90 deg IStem density 'Nem=150 pcf Toe length !toe=0.75 ft Heel length !heel=0.75 ft Base thickness tbase=10 in Base density yeas°=150 pcf IHeight of retained soil hret=1 ft Angle of soil surface (3 =0 deg Depth of cover cleaver=0.5 ft IDepth of excavation dexo=0.5 ft Retained soil properties ISoil type Medium dense well graded sand Moist density ymr=135 pcf ISaturated density ysr=135 pcf Base soil properties Soil type Medium dense well graded sand I Soil density lb=115 pcf Allowable bearing pressure Pbearing=2500 psf ILoading details Dead surcharge load SurchargeD=50 psf Live surcharge load Surcharges=100 psf I I I 1 I :: 20.7 1q3ff PDurhamqr 2 8Locaon Sheet No. I Revised Job No. Client BORA 10021700152 Portland,Oregon Planter Retaining Wall Date I N.,-- ,- -.ice IMMIN T5o,,.r -E ;M1 1 i 1 i ,.. i 1 1 _ 1 i , L Mpg va Iais v- b 1 General arrangement Calculate retaining wall geometry I Base length ibase=ltoe+tstem+Iheet=2 ft Moist soil height hmoist=hsoa=1.5 ft Length of surcharge load leer=iheeei=0.75 ft -Distance to vertical component xsur v=!base-Iheel 12=1.625 ft Effective height of wall heft=hbase+dcover+hret=2.333 ft -Distance to horizontal component Xsur h=heft 12=1.167 ft 1 Area of wall stem Astern=hstem X tstem=0.75 ft2 -Distance to vertical component xstem=hoe+tstem/2=1 ft Area of wall base Abase=ibase x tbase=1.667 ft2 -Distance to vertical component abase=ibase 12=1 ft Area of moist soil Amoist=hmoist X(heel=1.125 ft2 I -Distance to vertical component xmoist_v=ibase-(hmoist X lheel2 1 2)/Amoist=1.625 ft -Distance to horizontal component xmoist_h=heft/3=0.778 ft Area of base soil Apass=dcover X lice=0.375 ft2 -Distance to vertical component xpass v=ibase-(drover X hoeX(ibase-hoe 12))/Apass=0.375 ft -Distance to horizontal component xpass_b=(dcover+hbase)/3 =0.444 ft I I II lqjff Project Durham CU By AHS Sheet No. Location Date W14/2017 3 89 Client BORA Revised Job No. t0 Portland,Orego10021700110021700152n Planter Retaining Wal( Date I Soil coefficients 111 Coefficient of friction to back of wall Kfr=0.250 Coefficient of friction to front of wall Ktb=0.250 Coefficient of friction beneath base Kfbb=0.250 1 Active pressure coefficient KA=0.333 Passive pressure coefficient Kp=4.977 IFrom IBC 2015 c1.1807.2.3 Safety factor Load combination 1 1.0 x Dead + 1.0 x Live+ 1.0 x Lateral earth Sliding check Vertical forces on wall Wall stem Fstem=Astern X ystem=112 plf 111 Wall base Fbase—Abase X ^lbase=250 plf Moist retained soil Fmoist_v=Amoist X ymr=152 plf Total Ftotat v=Fstem+ Ftp+ F moisty=514p1f Horizontal forces on wall Surcharge load Fsur h=KA x(Surcharged+Surcharges_)x hart=117 plf Moist retained soil Fmoisth=KA X ymr X hett2/2=123 plf Total Ftotat h=Fmoist h+Fsur h=239 pif 1 Check stability against sliding Base soil resistance Fexa_h=KP x yj,x(hpass+hbase)2/2=199 plf I Base friction Ftrictbn=Ftotat_v x Krob=129 pif Resistance to sliding Frest= Fexc_h+Ftriction=327 plf Factor of safety FoSsi=Frest/Ftotal h=1.369 < 1.5 FAIL-Factor of safety against sliding is inadequate Overturning check 1 Vertical forces on wall Wall stem Fstem=Astern x ystem =112 plf Wall base Fuse=Abase X Nese=250 plf Moist retained soil Fmoist v=Amoist x ymr= 152 plf Total Ftotat_v=Fstem+ Fbase+ Fmoist v=514 plf Horizontal forces on wall Surcharge load Fsur h=KA x(Surcharged+Surcharges.)x heff=117 plf I Moist retained soil Fmoist h=KA x ymr X hett2/2 =123 plf Base soil Fax,h=-Kp x yb X(hpass+ hbase)2/2=_199 plf Total Ftotai_h=Fmoist_h+Fexo_h+Fsur h=40 plf I OY AHS Itil:Tff Project Durham Ca 4 90 Lroect Date 8114/2017 Sheet No. ocatio Revised Job No. Client BORA 10021700152 Portland,Oregon Planter Retaining Wall Date I Overturning moments on wall I Surcharge load MsuroT=Fsur h X Xsur h= 136 lb ft/ft Moist retained soil Mmoist OT=Fmoist_h X Xmoist_h=95 Ib ft/ft Total Mtotat oT=MmoistoT+ Maur_or=231 lb_ft/ft Restoring moments on wall Wall stem Mstem_R=Fstem X Xstem=112 lb ft/ft Wall base Mbase R=Fbase X Xbase=250 lb ft/ft Moist retained soil Mmoist R=Fmoist v X Xmoist v=247 lb ft/ft Base soil Mexc_R=-Fexc_h X Xexc_h=55 lb ft/ft I Total Mtotai_R=Mstem_R+Mbase_R+Mmoist_R+ Mexc R=664 lb ft/ft Check stability against overturning I Factor of safety FoSot=Mtotal_R/Mtotat_OT=2.872 > 1.5 PASS-Factor of safety against overturning is adequate Bearing pressure check Vertical forces on wall I Wall stem Fstem=Astern X ystem=112 plf Wall base Fbase=Abase X ybase=250 plf Surcharge load Fsury=(Surcharge!,+ Surcharges_)x live'=113 plf i Moist retained soil Fmotst v=Amoist X ymr=152 plf Base soil Fpass v=Apass X ib=43 plf Total Ftotal v=Fstem+Fbase+Fmoist v+ Fpass_v+Fsury=670 plf 1 Horizontal forces on wall Surcharge load Fsur,_b=KA x(Surcharge:,+Surcharge.)x heff=117 plf I Moist retained soil Fmoist_b=KA X ymr X hertz/2=123 plf Base soil Fpass_h=max(-KP x yb x(drover+hbase)2/2, -(Fmoist h+ Fsur h))_-239 plf i Total Ftotal h=max(Fmoist h+ Fpass_h+ Fsur_h-Ftotal v x Ktbb,0 plf)=0 plf Moments on wall I Wall stem Mstem= Fstem X Xstem=112 lb ft/ft Wall base Mbase=Fbase X Xbase=250 lb_ft/ft I Surcharge load Msur=Fsur_v X Xsur_v-Fsur_h X Xsur h=47 lbft/ft Moist retained soil Mmoist=Fmoist_v X Xmoist v-Fmoist_h X Xmoist_h= 152 lb ft/ft Base soil Maass=Fpass v X Xpass v-Fpass_h X Xpass_h=122 lb_ft/ft I Total Mtotai=Mstem+Mbase+ Mmoist+Maass+Msur=683 lb ft/ft Check bearing pressure I Distance to reaction i=Kota'/Ftotat v=1.02 ft I I 1<rrff Project Durham Ctr By AHS Sheet No. location Date 8114/2017 5 9 IClient BORA Revised Job No. 10021700152 Portland,Oregon Planter Retaining Wall Date Eccentricity of reaction e= i-Ibase/2=0.02 ft I Loaded length of base (toad=!bass=2 ft Bearing pressure at toe Choc'=Ftotai_v/!brie x(1 -6 x e/lbase)=315 psf Bearing pressure at heel ghee,=Ftotai v/lbase x(1 +6 x e/Ibase)=355 psf I Factor of safety FoSbp=Pbeartng/max(gt0e, ghees)=7.047 PASS-Allowable bearing pressure exceeds maximum applied bearing pressure 1 RETAINING WALL DESIGN In accordance with ACI 318-11 IConcrete details Tedds calculation version 2.9.00 Compressive strength of concrete fp=4000 psi I Concrete type Normal weight Reinforcement details IYield strength of reinforcement fY=60000 psi Modulus of elasticity or reinforcement E5=29000000 psi Cover to reinforcement I Front face of stem csr= 1.5 in Rear face of stem csr=2 in ITop face of base clot=2 in Bottom face of base cbb=3 in I From IBC 2015 c1.1605.2.1 Basic load combinations Load combination no.1 1.4 x Dead Load combination no.2 1.2 x Dead + 1.6 x Live+ 1.6 x Lateral earth ILoad combination no.3 1.2 x Dead+ 1.0 x Earthquake+ 1.0 x Live+ 1.6 x Lateral earth Load combination no.4 0.9 x Dead + 1.0 x Earthquake+ 1.6 x Lateral earth I I I I I I itpfif Project Durham Ctr By AHS 6 9 Location Date 8/14/2017 Sheet No. Revised Job No. Client BORA Revised Portland Oregon Planter Retaining Walk Date Leedm;details-Cood nsdon No 1-WON Shear tome-Cpmbinetion No.t•kipalt Beodl„momaM•Cpmbinalion No.1.kips tMt I E0;02 I p-' 1 01 ,E 1 flo Kiri a cc o I Shear torso-Combination No 2-kipslR Bendeq moment-Combme0en No 2-dps„OAt Load'n;dntais-Combnation Ne 2•kfpafRII I.02 Ivr�1 I O3 -01 1 0 0 0 1 Check stem design at base of stem Depth of section h=6 in Rectangular section in flexure-Chapter 10 I Design bending moment combination 2 M = 123 lb ft/ft Depth of tension reinforcement d =h-car-Oar/2=3.687 in Compression reinforcement provided None 111Area of compression reinforcement provided Ast'.prav=0 int/ft Tension reinforcement provided No.5 bars © 12”c/c I Area of tension reinforcement provided Asr.prov=x x(11m,21(4 x ser)=0.307 int/ft Maximum reinforcement spacing-c1.14.3.5 smax=min(18 in, 3 x h)=18 in PASS-Reinforcement is adequately spaced II Depth of compression block a=Asrprov x fy/(0.85 x f0)=0.451 in I I Project Durham Ctr By AHS Sheet No. Location Date 8i14l2017 7 93 I Client BORA Revised Jab No. 10021700152 Portland,Oregon Planter Retaining Wall Date Neutral axis factor-c1.10.2.7.3 13.1 =min(max(0.85-0.05 x(fa-4 ksi)/1 ksi, 0.65), 0.85)=0.85 IDepth to neutral axis c=a/(3t =0.531 in Strain in reinforcement et=0.003 x(d-c)/c=0.017842 I Section is in the tension controlled zone Strength reduction factor $t=min(max(0.65+(et-0.002)x(250 I 3), 0.65), 0.9)=0.9 Nominal flexural strength Mn=Asr.prov x fy x(d-a/2)=5311 lb_ft/ft IDesign flexural strength $Mn=Of X Mn=4779 lb ft/ft M/ Mn=0.026 I PASS-Design flexural strength exceeds factored bending moment By iteration, reinforcement required by analysis Asr.des=0.007 in2/ft Minimum area of reinforcement-c1.10.5.3 Asr.mod=4 X Asr.des/3=0.01 int/ft IPASS-Area of reinforcement provided is greater than minimum area of reinforcement required Rectangular section in shear-Chapter 11 I Design shear force V=191 lb/ft Concrete modification factor-cl.8.6.1 A=1 Nominal concrete shear strength-egn.11-3 Vo=2 x A x-J(fe x 1 psi)x d =5597 ib/ft I Strength reduction factor Qts=0.75 Design concrete shear strength-c1.11.4.6.1 OW=Os x Vo=4198 ib/ft IV/4Vc=0.045 PASS-No shear reinforcement is required Horizontal reinforcement parallel to face of stem I Minimum area of reinforcement-c1.14.3.3 Asx.ree =0.002 x tstem=0.144 in2/ft Transverse reinforcement provided No.4 bars @ 8"c/c IArea of transverse reinforcement provided Asx.prov=x x 0=2/(4 x ssx)=0.295 in2/ft PASS-Area of reinforcement provided is greater than area of reinforcement required I Check base design at toe Depth of section h =10 in Rectangular section in flexure-Chapter 10 IDesign bending moment combination 2 M=109!bit/ft Depth of tension reinforcement d=h-Cbb-tpbb/2=6.75 in ICompression reinforcement provided No.4 bars @ 8"c/c Area of compression reinforcement provided Abt.pro„=1G X Obt2/(4 x sbt)=0.295 in2/ft Tension reinforcement provided No.4 bars @ 8"c/c IArea of tension reinforcement provided Abb.prev=It X.bbl/(4 x Sbb)=0.295 Int/ft Maximum reinforcement spacing-c1.10.5.4 smax=min(18 in, 3 x h)= 18 in IPASS-Reinforcement is adequately spaced Depth of compression block a=Abb.prev x fy/(0.85 x f�)=0.433 in I 1 1CI:Iff Client BORA Project Durham Ctr By AHS 8 11-location Date 811412017 Sheet No. Revised Job No. 1002170015I Portland,Oregon Planter Retaining Wall Date Neutral axis factor-c1.10.2.7.3 131 =min(max(0.85-0.05 x(f0-4 ksi)/1 ksi, 0.65), 0.85)=0.85 Depth to neutral axis c=a/131 =0.51 in Strain in reinforcement Et=0.003 x(d-c)/c=0.03674 Section is in the tension controlled zone Strength reduction factor $t=min(max(0.65+(Et-0.002)x(250/3),0.65),0.9)=0.9 1 Nominal flexural strength Mn=Abb.prov x fy x(d-a/2)=9621 lb ft/ft Design flexural strength c Mn=$t x Mn=8659 lb ft/ft M/4Mn=0.013 PASS-Design flexural strength exceeds factored bending moment By iteration, reinforcement required by analysis Abb.des=0.004 in2/ft Minimum area of reinforcement-c1.7.12.2.1 Abb.min=0.0018 x h=0.216 in2/ft PASS-Area of reinforcement provided is greater than minimum area of reinforcement required I Rectangular section in shear-Chapter 11 Design shear force V=266 Ib/ft I Concrete modification factor-c1.8.6.1 X.=1 Nominal concrete shear strength-egn.11-3 Vo=2 x A.x '/(fc x 1 psi)x d=10246 lb/ft Strength reduction factor @5=0.75 I Design concrete shear strength-c1.11.4.6.1 OW=41s x Vo=7684 lb/ft V/4)Ve=0.035 I PASS-No shear reinforcement is required Check base design at heel I Depth of section h=10 in Rectangular section in flexure-Chapter 10 Design bending moment combination 2 M=108 lb_ft/ft Depth of tension reinforcement d =h-cbt-4bt/2=7.75 in Compression reinforcement provided No.4 bars @ 8"c/c I Area of compression reinforcement provided Abb.prov=It x$bbl/(4 x sbb)=0.295 in2/ft Tension reinforcement provided No.4 bars @ 8"c/c Area of tension reinforcement provided Abt.prov=n x OW/(4 x six)=0.295 in2/ft Maximum reinforcement spacing-c1.10.5.4 smax=min(18 in, 3 x h)=18 in PASS-Reinforcement is adequately spaced I Depth of compression block a=Abt.prov x fy/(0.85 x fo)=0.433 in Neutral axis factor-c1.10.2.7.3 131 =min(max(0.85-0.05 x(fa-4 ksi)/1 ksi, 0.65), 0.85)=0.85 Depth to neutral axis c=a/(31=0.51 in I Strain in reinforcement et=0.003 x(d-c)/c=0.042628 Section is in the tension controlled zone i Strength reduction factor df=min(max(0.65+(Et-0.002)x(250/3), 0.65),0.9)=0.9 11/I kkriff riff Proiheet No. Location Date 8!14/2017 9 95 Client BORA Revised Job No. 10021700152 Portland,Oregon Planter Retaining Wall Date Nominal flexural strength Mn=Ar t.prov x fy x(d-a/2)=11094!bit/ft Design flexural strength 4 Me=Of x Mn=9985 Ib ft/ft M/OMn=0.011 PASS-Design flexural strength exceeds factored bending moment By iteration, reinforcement required by analysis Atrt.des=0.003 in2/ft Minimum area of reinforcement-c1.7.12.2.1 Abt.min=0.0018 x h =0.216 int/ft ' PASS-Area of reinforcement provided is greater than minimum area of reinforcement required Rectangular section in shear-Chapter 11 Design shear force V=265 lb/ft Concrete modification factor-c1.8.6.1 =1 Nominal concrete shear strength-eqn.11-3 Ve=2 x a,x I(fc x 1 psi)x d =11764 lb/ft ' Strength reduction factor $s=0.75 Design concrete shear strength -c1.11.4.6.1 4 Vc=Os x Vc=8823 lb/ft ' V/4Vc=0.030 PASS-No shear reinforcement is required Transverse reinforcement parallel to base Minimum area of reinforcement-c1.7.12.2.1 Abx.req=0.0018 X tease=0.216 in2/ft Transverse reinforcement provided No.4 bars @ 8"c/c each face Area of transverse reinforcement provided Abx.prov=2 x It x Obx2/(4 x sex)=0.589 in2/ft PASS-Area of reinforcement provided is greater than area of reinforcement required i 1 1 i 1 I 1 1 By AHS Sheet No. Project Durham ttr 10 96 Location Date 8114/2417 Revised Job No'<riff : Client BORA 10021700152 Portland,Oregon Planter Retaining Wail Date rN N..s Wn0 it"do Na�Wn(t 6'dc ' T r 4_ Na 4 pia.g a•do c.n...no,.wc.nma I.b.* Reinforcement details I 1 1 1 1 I 1