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HomeMy WebLinkAboutRe: foundation wall SAFE HAVEN SE 4852 38TH AVENUE SOUTH STRUCTURAL ENGINEERING MINNEAPOLIS, MN 5541 7 61 Z-284-7033 February 10, 2018 Littfin Design Mitch Littfin Project (SH#18027): Point Load on Foundation Wall 4751 Tonkaview Ct Orona, MN Dear Mitch: As you requested, I have reviewed the point loads from the LVL beam over the existing door opening in the basement of the residence located 4751 Tonkaview Court in Orono, Minnesota. A new (4) 1 3/4" x 9 1/4" LVL beam shall span 6'-0" over the existing 2'-8" concrete door(reference 2/A1). This will help spread out the point load from the 5 1/4" x 5 1/4" PSL post above (reference 2/A2). On the south side, V-0" from the edge of the opening, the point load is 7,891 pounds, while on the north side, 2'-4"from the edge of the opening, the point load is 9,741 pounds. These loads land on an existing 8" concrete wall that is approximately 7'-6"tall. Underneath the slab, the foundation wall continues down another 3'-0" bearing on the existing 20"wide by 8"thick concrete strip footing. The Safe Bearing Pressure for the soil is assumed to be 2,000 PSF and the point loads are assumed to spread out over 6'-0" along the length of the foundation wall, minimum. The existing foundation wall shall be sufficient to bear these new point loads. No additional reinforcement of the foundation wall or footing shall be required. The 2015 Minnesota Building Code and the 2012 International Residential Code are applicable. Please call me if you have any questions concerning this project. Sincerely, Safe Haven Structural Engineering LLCLX ,\111111,, .p 4 • • 11 • 47507 Derek O Phillips, P.E. ��,, �, , MN Reg. No. 47507 �'.,"FQ M1 ,,sellsl\ DISCLAIMER The structural evaluation was limited to structural elements judged to represent typical framing element conditions and capacities. The opinions stated in this letter are based on Safe Haven SE's reasonable professional judgment and experience. This letter does not address any other portion of the structure other than those mentioned, nor does it provide any warranty, either expressed or implied, for any portion of the existing structure. Consult a geotechnical engineer with any concerns regarding soil capacities. aI F O R T E 308 SUMMARY REPORT NEW7ob.4te ou tood- Member Name Results Current SokdIon Comments Roof:Flush Beam over family room 18"LVLS Passed 3 Plece(s)13/4"x 18"2.0E Microllam@ LVL Roof:Flush Beam over owners suite Passed 3 Piece(s)1 3/4"x 16"2.0E Microllam@ LVL Ffoor:Flush Beam supporting point load from above Passed 4 Piece(s)13/4"x 9 1/4"2.0E Microllam@ LVL Wall:Header @ REAR&WINDOWS Passed 2 Piece(s)2 x 6 Spruce-Pine-Fir No.1/No.2 Forte Sottware operator ,lob Notes 2/10/2018 4:52:53 PM N,ccnea Ltrtm Forte v5.3,Design Engine:V7.0.0.5 b fin[resign I NEWJob.4te 1320)224-7844 j mbtlfinC0�hotmatl.com Page 1 of 5 �9 r Q R E ' MEMBER REPORT Level,Roof.Flush Beam overfamily room 18"LAS PASSED r 3 piece(s) 13/4" x 18" 2.0E Microllam@ LVL Overall Length:23'1/4" 0 r J T t 1 � r � r 22'4" c o All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Resp Actual a Location Albwal Result LDF I oad:Combinatirur(Patlarn) System:Roof Member Reaction(lbs) 9431 @ 22'11" 10467(2.75") Passed(90%) -- 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Shear(lbs) 8000 @ 1'11 1/2" 20648 Passed(39%) 1.15 1.0 D+1.0 S(All Spans) Building Use:Residential Moment(Ft-lbs) 52758 @ 11'7 1/2" 66849 Passed(79%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.686 @ 11'7 1/2" 0.753 Passed(L/395) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 1.013 @ 11'7 1/2" 1 1.129 Passed(L/267) — 1.0 D+1.0 S(All Spans) Member Pitch:0/12 •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(W):Top compression edge must be braced.16'T'o/c unless detailed otherwise. Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 23'o/c unless detailed otherwise. Beartnq Loads to Supports(lbs) Supports Total Available I Required Dead Smw I Total ACceeso►ies 1-Stud wall-SPF 5.50" 5.50" 4.31" 3110 6510 9620 Blocking 2-Column-SPF 2.75" 2.75" 2.48" 3049 6382 9431 Blocking •Blocking Panes are assumed to carry no bads applied directly above them and the full bad is applied to the member being designed. Tributary Dead snow Loads Location(Side) Wkhh (0.90) (1.15) comments 0-Self Weight(PLF) 0 to 23'1/4" N/A 27.6 actual max snow 1-Uniform(PSF) 0 to 23'1/4"(Top) 16' 15.0 35.0 loading and code minimum dead bad Member Notes member is flush,in ceiling,span is from exterior wall interior edge to shower side of bearing wall(nerd to toilet). Weyerhaeuser Notes (tom SUSTAINABLE FORESTRY INITIATIVE 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.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.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.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, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design bads,dimensions and support information have been provided by Forte Software Operator Forte Software operator ,lob Notes 2/10/2018 4:52:53 PM t 0.��.ctisll L"-fr^ --"--- Forte v5.3,Design Engine:V7.0.0.5 �itfifl I�aci.a�! NEWJo6.4fe i370Y224-=84a mCttfiniYi;hotntaiLcem Page 2 of 5 t�i F 0 R T E + MEMBER REPOR' Level,Roof.-Flush Beam over owners suite PASSED 3 piece(s) 13/4" x 16" 2.0E Microllam® LVL Overall Length: 18'11 14' i 1r1,;„ F21 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Achud 0 Location ANowed ResWt LDF Load:Combination(Pattern) System:Roof Member Reaction(lbs) 7713 @ 1 1/4" 10467(2.75") Passed(74%) -- 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Shear(lbs) 6424 @ 1'6 3/4" 18354 Passed(35%) 1.15 1.0 D+1.0 S(All Spans) Budding use:Residential Moment(Ft-lbs) 35273 @ 9'4 1/4" 53672 Passed(66%) 1.15 1.0 D+1.0 S(All Spans) Budding Code:IBC 2015 Live Load Defl.(in) 0.445 @ 9'4 1/4" 0.617 Passed(L/499) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.655 @ 9'4 1/4" 0.925 Passed(L/339) 1.0 D+1.0 S(All Spans) Member Pitch:0/12 •Deflection criteria:LL(L/360)and TL(L/240). •Top Edge Bracing(W):Top compression edge must be braced at 9'1"o/c unless detailed otherwise. •Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 18'11"o/c unless detailed otherwise. Bearing Loads to Supporta(lot) Supports Total Available Required Dead Snow Tote) Accessories 1-Column-SPF 2.75" 2.75' 2.03" 2474 5238 7712 Blocking 2-Stud wall-SPF 5.50" 5.50" 3.54" 2535 5367 7902 Blocking •Blocking Panels are assumed to carry no bads applied directly above them and the full load is applied to the member being designed. Tributary Deed Snow Loads Login(side) W1rnb (0-90) (1.15) corimnenf$ 0-Sell Weight(PLF) 0 to 18'11 1/4" N/A 24.5 0 to 18'11 1/4" actual max snow 1-Uniform(PSF) (Top) 16' 15.0 35.0 loading and code minimum dead bad Member Notes member is flush,in ceiling.span is from exterior wall interior edge to shower side of bearing wall(next to toilet). /�� Weyerhaeuser Notes �}SUSTAINABLE FORESTRY INITIATNE 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.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.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.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, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.cam/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator j Forte Software Operator .lob Notes 2/10/2018 4:52:53 PM e, —------ Forte v5.3,Design Engine:V7.0.0,5 Ces'gn NEINJob.4te 3- _4_-Fac „1n11-h�Inl dll.�Ofil Page 3of5 I F 0 R T E " MEMBER REPORT Level, Floor Flush Beam supporting point load from above PASSED 4 piece(s) 13/4" x 9 1/4" 2.0E Microllam® LVL Overall Length,6'5 11/2" r + 5'6 112" All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Rewits Ached 0 Lamtlon Affoomd Result LDF toad:Combination(Pattern) System:Floor Member Reaction(lbs) 9612 @ 4" 16363(5.50") Passed(59%) -- 1.0 D+1.0 S(All Spans) Member Type:Flush Beam Shear(lbs) 9568 @ 1'2 3/4" 14148 Passed(68%) 1.15 1.0 D+1.0 S(All Spans) Building use:Residential Moment(Ft-lbs) 24681 @ 2-11- 25769 Passed(96%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Dell.(in) 0.116 @ 2'11" 0.145 Passed(L/601) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.172 @ 2'11" 1 0.290 Passed(L/405) 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/480)and TL(L/240). •Top Edge Bracing(W):Top compression edge must be braced at 6'6"o/c unless detailed otherwise. Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 6'6"o/c unless detailed otherwise. Member should be side-loaded from both sides of the member to prevent rotation. tlearhrq Loads to Supports(Rn) Supports Total Avellable Required Dead Floor Snow Tocol Acosssorles Uwe 1-Plate on concrete-SPF 5.50" 5.50" 3.23" 3175 129 6437 9741 Blocking 2-Plate on concrete-SPF 5.50" 5.50" 2.61" 2579 129 5183 7891 Blocking •Blocking Panels are assumed to carry no bads applied directly above them and the full bad is applied to the member being designed. Tributary Dead Floor Lire Snow Loads Location(side) width (0.90) ( .00) (LIS) Coqunemts 0-Self Weight(PLF) 0 to 6'5 1/2" N/A 18.9 1-Uniform(PSF) 0 to 6'5 1/2" 1' 17.0 40.0 _ Residential-Uving To Areas Linked from:Roof: 2-Point(Ib) 2'11"(Front) N/A 3049 - 6382 Flush Beam over family room 18" LVIs SuDDort 2 Linked from:Roof: 3-Point(lb) 2'11"(Front) N/A 2474 - 5238 Flush Beam over owners suite, Support 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. YYY Weyerhaeuser expressly disclaims any other warranties related to the 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.Accessories(Rim Board,Blocking Panels and Squash Blocks)are riot designed by this software.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, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/dDcunwnt-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator .lob Notes 2/1012018 4:52:53 PM Mn t&lmi Dtf;r Forte v5.3,Design Engine:V7.0.0,5 tf n L eSigll NEWJob.4te 3_x01 224-.'844 „udljin�;P,etmaL;;onj Page 4 of 5 0 R T E MEMBER REPORT Level, Wall:Header@ REAR 6'WINDOWS PASSED 2 piece(s) 2 x 6 Spruce-Pine-Fir No. 1 / No. 2 Overall Length:6'4" wo " �. 6'1" All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual Design Results Actual 0 Location Allowed Result LOF toad-Corribbration(per) System:Wall Member Reaction(lbs) 672 @ 0 1913(1.50") Passed(35%) -- 1.0 D+1.0 S(All Spans) Member Type:Header Shear(lbs) 548 @ 7" 1708 Passed(32%) 1.15 1.0 D+1.0 S(All Spans) Building use:Residential Moment(Ft-lbs) 1064 @ 3'2" 1649 Passed(65%) 1.15 1.0 D+1.0 S(All Spans) Building Code:IBC 2015 Live Load Defl.(in) 0.087 @ 3'2" 0.211 Passed(L/873) -- 1.0 D+1.0 S(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.132 @ 3'2" 0.313 Passed(L/576) -- 1.0 D+1.0 S(All Spans) •Deflection criteria:LL(L/360)and TL(5/16"). •Top Edge Bracing(W):Top compression edge must be braced at 6'4"o/c unless detailed otherwise. Bottom Edge Bracing(W):Bottom compression edge must be braced at 6'4"o/c unless detailed otherwise. •Applicable calculations are based on NDS. Beer" Loads to Supports(lbs) Supports Total Available Regnired Dead Snow I Total Accessories 1-Trimmer-SPF 1.50" 1.50" 1.50" 229 443 672 None 2-Trimmer-SPF 1.50" 1.50" 1.50" 229 443 F 672 None Tributary Dead Smarr Loads Location(Side) Width (0.90) (1.15) C,ommards 0-Self Weight(PLF) 0 to 6'4" N/A 4.2 1-Uniform(PSF) 0 to 6'4" 4' 17.0 35.0 ROOF Weyerhaeuser Notes T SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria arca published design values. YYY Weyerhaeuser expressly disclaims any other warranties related to the 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.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.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, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woociproducts/document-library. The product application,input design bads,dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes 2/10/2018 4:52:53 PM ---— - .crn -- -- Forte v5.3,Design Engine:V7.0,0.5 Ni�tr�i;En Dltfin Design NEWJob.4te 224-?84C mldtLnL�hc�mla!Lcorr � Page 5 of 5 Report Application Issues or Provide Customer Feedback(https-//app.smartsheet.com/b/form? fa ^� •� ^ 2012 IRC Required Braced-Wall-Line Length Calculations PROJECT INFORMATION NAME:IST Floor SIDE TO SIDE ADDRESS:4751 Tonkaview Court WALL DIRECTION:Side To Side SEISMIC DESIGN CATEGORY:A BASIC WIND SPEED:90 mph WIND EXPOSURE CATEGORY:B Wall Line 1-1 Wag Line 2-1 Inputs Braced-Wall-Line Location 1st of 1-story 1st of 1-story Eave to Ridge Height 7 It 7 ft Braced-Wall-Line Spacing 41.92 ft 41.92 ft Wall Height 8 It 8 ft Bracing Method CS-WSP CS-WSP GB Construction Type N/A N/A Gypsum Wall Board on Inside Yes Yes Horizontal Joints Blocked Yes Yes Holdown Device Used No No WIND Tabulated Wind Bracing Amount 6.288 ft 6.288 ft Exposure Height Factor 1 1 Eave-to-Ridge Height Factor 0.82 0.82 Wind Wall Height Factor 0.9 0.9 Number of BWL Factor 1 1 Holdown Factor 1 1 Blocked Joint Factor 1 1 Gypsum on Inside Factor 1 1 Wind GS Construction Factor 1 1 Required Wind Bracing Amount 4.64 ft 4.64 ft RESULTS Length of Wall Bracing Required 4.64 ft 4.64 ft NOTES 1 This wall-bracing evaluation is based on the 2012 International Residential Code.The user is responsible for ensuring that the project fits within the scope of the IRC and complies with the wall-bracing requirements of Sections R602.10,R602.11 and R602.12 as applicable. 2.One-and two-family dwellings and townhouses in Seismic Design Categories A and B and one-and two-family dwellings in Seismic Design Category C are exempt from the seismic requirements of the IRC.The length of wag bracing shall be in accordance with the requirements of Table R602.10.3(1) based on wind speed,including all applicable adjustment factors. 3.Braced-wag lines using the continuous sheathing methods shall be constructed in accordance with the requirements of Sections R602.10.4.2. R602.10.6.4,and R602.10.7,as applicable. 4.Braced-wall panels shall be located at each end of braced-wall lines and may begin up to 10 feet from the and in accordance with Figure R602.10.2.2. Corner construction for continuously sheathed methods shall be in accordance with Section R602.10.7. 5.The distance between braced wall panels shall not exceed 20 feet in accordance with Section R602.10.2.2. 6.Braced-wall-line spacing shall not exceed 60 feet on center. 7.Interior braced-wall-line spacing Is the greater of the distance between two adjacent braced-wall lines or the average of the distance as selected by the designer. B.Refer to theStrong-WaIIO Bracing Selectorfhtto://www2.stronatie.com/webaoos/stronpwallbracingselectorA for pre-engineered solutions when the required bracing amounts cannot be satisfied with prescriptive braced-wall panels.Simpson Strong-Tie®Wood and Steel Strong-Waft shearwalls may be considered equivalent to the code braced-wall panel construction method WSP with gypsum board applied on the inside. 9.Mixing of intermittent bracing methods within a braced-wall line is permitted only in Seismic Design Categories A and B and for detached dwellings in Seismic Design Category C.The length of bracing required for the braced-wall line shall be the highest bracing length calculated for each method used within the braced-wall line. 10. Horizontal panel joints in braced-wall panels shall be blocked in accordance with Section R602.10.10. 11. Braced-wall lines shall have a minimum of two braced wall panels unless the provisions of Section R602.10.2.3 are satisfied. VersiaSd>:J L Report Application Issues or Provide Customer Feedback(https-//app.smartsheet.com/b/form? 8 ^ •• ^o 2012 IRC Required Braced-Wall-Line Length Calculations PROJECT INFORMATION NAME:IST Floor FRONT TO BACK ADDRESS:4751 Tonkaview Court WALL DIRECTION:Front to Back SEISMIC DESIGN CATEGORY:A BASIC WIND SPEED:90 mph WIND EXPOSURE CATEGORY:B Wal Line A-1 Wall Line B-1 Inputs ` Braced-Wall-Line Location 1 st of 1-story 1st of 1-story Eave to Ridge Height 7 ft 7 It Braced-Wall­-Line Spacing 31.58 ft 31.58 ft Wall Height B ft 8 It Bracing Method CS-WSP CS-WSP GB Construction Type N/A N/A Gypsum Wall Board on Inside Yes Yes Horizontal Joints Blocked Yes Yes Holdown Device Used No No WIND Tabulated Wind Bracing Amount t 5.158 ft 5.158 ft Exposure Height Factor 1 t Fame-to-Ridge Height Factor D.82 0.82 Wind Wall Height Factor 0.9 0.9 Number of BWL Factor 1 1 Holdown Factor 1 1 Blocked Joint Factor 1 1 Gypsum on Inside Factor 1 1 Wind GB Construction Factor 1 -Required Wind Bracing Amount 3.81 ft 3.81 ft RESULTS Length of Wall Bracing Required 3.81 ft 3,81 ft NOTES 1.This wall-bracing evaluation is based on the 2012 International Residential Code.The user is responsible for ensuring that the project fits within the �I §cope of the IRC and complies with the wall-bracing requirements of Sections R602.10,8602.11 and R602.12 as applicable. 2.One-and two-family dwellings and townhouses in Seismic Design Categories A and B and one-and two-family dwellings in Seismic Design Category C are exempt from the seismic requirements of the IRC.The length of wall bracing shall be in accordance with the requirements of Table R602.10.3(1) based on wind speed,including all applicable adjustment factors. 3.Braced-wall lines using the continuous sheathing methods shall be constructed in accordance with the requirements of Sections R602.10.4.2. R602.10.6.4,and 8602.10.7,as applicable. 4.Braced-wal panels shall be located at each end of braced-well lines and may begin u to 10 feet from the end in accordance with Figure R602.10.2.2. Y 9 P �g Corner construction for continuously sheathed methods shall be in accordance with Section R602.10.7. 5.The distance between braced wall panels shall not exceed 20 feet in accordance with Section R602.10.2.2. 6.Braced-wall-line spacing shall not exceed 60 feet on center. 7.Interior braced-wall-line spacing is the greater of the distance between two adjacent braced-wall lines or the average of the distance as selected by the designer. B.Refer to the Strono-WaU@ Bracing Selector thttp://www2.stronatie.com/webaor)slstrongwalibracinuselecto for pre-engineered solutions when the required bracing amounts cannot be satisfied with prescriptive braced-wall panels.Simpson Strong-Tie®Wood and Steel Strong-Walla shearwalls may be considered equivalent to the code braced-wall panel construction method WSP with gypsum board applied on the inside. 9.Mixing of intermittent bracing methods within a braced-wall line is permitted only in Seismic Design Categories A and B and for detached dwellings in Seismic Design Category C.The length of bracing required for the braced-wall line shall be the highest bracing length calculated for each method used within the braced-wall line. 10. Horizontal panel joints in braced-wall panels shall be blocked in accordance with Section R602.10.10. 11. Braced-wall lines shall have a minimum of two traced wall panels unless the provisions of Section R602.10.2.3 are satisfied.