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Home My WebLink AboutRS_Engineer_Redline_Response_Letter_Resubmittal_1_180930_v2 1915 Dayton Ave NE, Renton, WA 98056 Phone: 206.200.8764 Email: elreng33@gmail.com Date: 9/28/2018 To: Alan D. Findlay, PE Building Plan Reviewer City of Renton From: Eric L. Rice, PE ELR Engineering Subject: Response to plan review letter dated 8/27/18 Permit ID: B18004548 Plan ID: Rueppell Home Design Plan 2306 Project address: Lot 1 830 Chelan Place NE Renton, WA Attachments: 5 pages Reference: Revised S-1, S-2, S-0, SD-1, SD-2 and new S-3 The purpose of this letter is to respond to the structural items (general and lateral) in the plan review referenced above as follows: 2. a. S-0 is revised as per plan review comment. b. S-0 is revised as per plan review comment. c. S-0 is revised as per plan review comment. d. S-0 is revised as per plan review comment. 3. Detail 6/SD-1 is revised as per plan review comment. 4. Detail 6/SD-1 and detail 23/SD-2 are revised as per plan review comment. 5. Detail 23/SD-2 and detail 6/SD-1 are revised as per plan review comment. 6. S-2 is revised as per plan review comment. A new sheet S-3 has been generated to meet the requirements of the plan review comment. 7. There are no 2W3 nor 2W2 shear walls on this project. However, the shear wall schedules on S-2 and S-3 are revised to eliminate all unused shear wall designations in the shear wall schedule. Only shear walls used on this project are shown on the shear wall schedule. 8. S-2 is revised to specify HF2 studs as intended. See attached calculations for the combined loading condition. 9. S-1 and S-2 are revised to provide additional connections. Please call or email with any questions. Eric L. Rice, PE ELR Engineering Eric L. Rice 09/29/18 Eric L. Rice08/08/17 ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 Licensee : ELR EngineeringLic. # : KW-06010691 Description :)>ASCE 7-10 wind forces ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title:Engineer:ELRProject ID: Printed: 6 SEP 2018, 8:54AM Project Descr: File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\2335-L~1\Enercalc\2342.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.25 . Calculations per ASCE 7-10Analytical Values 110.0 Roof Rise:Run Ratio >7:12 Exposure B 24.0 10.0 300.0 >7 to 27 degrees psf Topographic Factor Kzt per 26.8 1.00 17.670LHD : Least Horizontal Dimension ft a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH))3.00 ft max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) Effective Wind Area of Component & Cladding V : Basic Wind Speed per Sect 26.5-1 A, B or C mph Roof pitch for cladding pressure ft^2 Occupancy per Table 1.5-1 II All Buildings and other structures except those listed as Category I, III, and IV Exposure Category per 26.7 MRH : Mean Roof Height ft "Lambda" is interpolated between height tablular values. Lambda : per Figure 28.6-1, Page 305 1.00 User specified minimum design pressure Design Wind Pressures Minimum Additional Load Case per 28.4.4 = 16 PSF on entire vertical plane Horizontal Pressures . . . Load Case # 1 . . . Overhangs . . . Zone: A =21.60 psf Zone: C =17.20 psf Load Case # 1 . . . Zone: B =14.80 psf Zone: D =11.80 psf Zone: Eoh =-10.00 psf Zone: Goh =-10.00 psf Load Case # 2 . . . Load Case # 2 . . . Zone: A =21.60 psf Zone: C =17.20 psf Zone: Eoh =-10.00 psf Zone: Goh =-10.00 psf Zone: B =14.80 psf Zone: D =11.80 psf Vertical Pressures . . . Load Case # 1 . . . Zone: E =10.00 psf Zone: G =10.00 psf Zone: F =-13.10 psf Zone: H =-11.30 psf Load Case # 2 . . . Zone: E =10.00 psf Zone: G =10.00 psf Zone: F =-10.00 psf Zone: H =-10.00 psf ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 Licensee : ELR EngineeringLic. # : KW-06010691 Description :)>ASCE 7-10 wind forces ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title:Engineer:ELRProject ID: Printed: 6 SEP 2018, 8:54AM Project Descr: File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOTS10~1\2335-L~1\Enercalc\2342.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.8.25 . Design Wind Pressure = Lambda * Kzt * Ps30 per Eq 30.5-1 Component & Cladding Design Wind Pressures Minimum Additional Load Case per 28.4.4 = 16 PSFRoof Zone 1 :Positive :10.000 psf Negative :-18.100 psf on entire vertical plane Roof Zone 2 :Positive :10.000 psf Negative :-25.500 psf Roof Zone 3 :Positive :10.000 psf Negative :-40.200 psf Wall Zone 4 :Positive :17.350 psf Negative :-19.250 psf Wall Zone 5 :Positive :17.350 psf Negative :-20.350 psf Roof Overhang Zone 2:-40.600 psf Roof Overhang Zone 3:-46.100 psf Wood Column Licensee : ELR EngineeringLic. # : KW-06010691 Description :092818)> Plan review comment #8 for 2X6 HF2 at 16" oc at B.F. walls ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title:Engineer:ELRProject ID: Printed: 28 SEP 2018, 12:28PM Project Descr: File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT1~1\Enercalc\2306.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.24 . .Code References Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Wood Section Name 2x6Analysis Method : 17.677Overall Column Height ft Allowable Stress Design ( Used for non-slender calculations )Allow Stress Modification Factors End Fixities Top & Bottom Pinned Wood Species Hem Fir Wood Grade No.2 Fb +850.0 850.0psi 1,300.0 405.0 150.0 525.0 26.830 psi Fv psi Fb -Ft psi Fc - Prll psi psi Density pcf Fc - Perp E : Modulus of Elasticity . . . 1,300.0 470.0 1,300.0 470.0 Cfu : Flat Use Factor 1.0 Cf or Cv for Tension 1.30 Use Cr : Repetitive ? Kf : Built-up columns 1.0 NDS 15.3.2 Exact Width 1.50 in Exact Depth 5.50 in Area 8.250 in^2 Ix 20.797 in^4 Iy 1.547 in^4 Wood Grading/Manuf.Graded Lumber Wood Member Type Sawn Ct : Temperature Factor 1.0 Cf or Cv for Compression 1.10 1,300.0 Axial Cm : Wet Use Factor 1.0 Cf or Cv for Bending 1.30 x-x Bending y-y Bending ksi YesMinimum Basic Y-Y (depth) axis : X-X (width) axis : Unbraced Length for Y-Y Axis buckling = 17.677 ft, K = 1.0 Unbraced Length for X-X Axis buckling = 1 ft, K = 1.0 Brace condition for deflection (buckling) along columns : .Service loads entered. Load Factors will be applied for calculations.Applied Loads Column self weight included : 27.172 lbs * Dead Load FactorAXIAL LOADS . . . Axial Load at 17.677 ft, D = 0.330, S = 0.550 kBENDING LOADS . . . Lat. Uniform Load creating Mx-x, W = 0.0270, E = 0.0130 k/ft .DESIGN SUMMARY PASS PASS Max. Axial+Bending Stress Ratio =0.7136 Location of max.above base 8.779 ft Applied Axial 0.7697 k Applied Mx 0.4746 k-ft Load Combination +D+0.750S+0.450W Load Combination +D+0.60W Bending & Shear Check Results Maximum Shear Stress Ratio = Applied Design Shear 26.033 psi 240.0Allowable Shear psi 0.1085 : 1 Bending Compression Tension Location of max.above base 0.0 ft : 1 At maximum location values are . . . Applied My 0.0 k-ft Maximum SERVICE Lateral Load Reactions . .Top along Y-Y 0.2386 k Bottom along Y-Y 0.2386 k Top along X-X 0.0 k Bottom along X-X 0.0 kGoverning NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Maximum SERVICE Load Lateral Deflections . . . Along Y-Y 2.218 in at 8.898 ft above base for load combination :W Only Along X-X 0.0 in at 0.0 ft above base Fc : Allowable 253.413 psi Other Factors used to calculate allowable stresses . . . for load combination :n/a . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results D Only 0.900 PASS PASS0.0 0.0 17.677 ft0.193 ft0.1746+D+S 1.150 PASS PASS0.0 0.0 17.677 ft0.152 ft0.4386+D+0.750S 1.150 PASS PASS0.0 0.0 17.677 ft0.152 ft0.3721+D+0.60W 1.600 PASS PASS8.779 0.1085 0.0 ft0.111 ft0.6219+D-0.60W 1.600 PASS PASS8.779 0.1085 0.0 ft0.111 ft0.6219+D+0.70E 1.600 PASS PASS8.779 0.06093 0.0 ft0.111 ft0.3621+D-0.70E 1.600 PASS PASS8.779 0.06093 0.0 ft0.111 ft0.3621+D+0.450W 1.600 PASS PASS8.779 0.08135 0.0 ft0.111 ft0.4737+D-0.450W 1.600 PASS PASS8.779 0.08135 0.0 ft0.111 ft0.4737 Wood Column Licensee : ELR EngineeringLic. # : KW-06010691 Description :092818)> Plan review comment #8 for 2X6 HF2 at 16" oc at B.F. walls ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: 206.200.8764 email: elreng33@gmail.com Project Title:Engineer:ELRProject ID: Printed: 28 SEP 2018, 12:28PM Project Descr: File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT1~1\Enercalc\2306.ec6 . Software copyright ENERCALC, INC. 1983-2018, Build:10.18.9.24 . Maximum Axial + Bending Stress Ratios Maximum Shear RatiosCDCLoad Combination Stress Ratio Location Stress Ratio Status LocationPStatus Load Combination Results +D+0.750S+0.450W 1.600 PASS PASS8.779 0.08135 0.0 ft0.111 ft0.7136+D+0.750S-0.450W 1.600 PASS PASS8.779 0.08135 0.0 ft0.111 ft0.7136+D+0.750S+0.5250E 1.600 PASS PASS8.779 0.04570 0.0 ft0.111 ft0.4603+D+0.750S-0.5250E 1.600 PASS PASS8.779 0.04570 0.0 ft0.111 ft0.4603+0.60D+0.60W 1.600 PASS PASS8.779 0.1085 0.0 ft0.111 ft0.5593+0.60D-0.60W 1.600 PASS PASS8.779 0.1085 0.0 ft0.111 ft0.5593+0.60D+0.70E 1.600 PASS PASS8.779 0.06093 0.0 ft0.111 ft0.3188+0.60D-0.70E 1.600 PASS PASS8.779 0.06093 0.0 ft0.111 ft0.3188 .Sketches 1 piece(s) 3 1/2" x 11 7/8" 2.2E Parallam® PSL Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearing Length Loads to Supports (lbs) Supports Total Available Required Dead Floor Live Snow Wind Seismic Total Accessories 1 - Stud wall - HF 5.50"5.50"2.71"1522 633 1367 405 1575/-1575 5502/-1575 Blocking 2 - Stud wall - HF 5.50"5.50"2.02"1083 633 636 -405 1575/-1575 3927/-1980 Blocking All locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal. Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs)3848 @ 4"7796 (5.50")Passed (49%)--1.0 D + 0.525 E + 0.75 L + 0.75 S (All Spans) Shear (lbs)1499 @ 1' 5 3/8"9241 Passed (16%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-lbs)4936 @ 5' 6"22888 Passed (22%)1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in)0.050 @ 5' 5 7/16"0.344 Passed (L/999+)--1.0 D + 0.525 E + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in)0.104 @ 5' 5 11/16"0.517 Passed (L/999+)--1.0 D + 0.525 E + 0.75 L + 0.75 S (All Spans) System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Deflection criteria: LL (L/360) and TL (L/240). Top Edge Bracing (Lu): Top compression edge must be braced at 11' o/c unless detailed otherwise. Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 11' o/c unless detailed otherwise. -453 lbs uplift at support 10' 8". Strapping or other restraint may be required. 092818, 15MEMBER REPORT PASSED 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. 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 loads, dimensions and support information have been provided by RHD Weyerhaeuser Notes Tributary Dead Floor Live Snow Wind Seismic Loads Location (Side)Width (0.90)(1.00)(1.15)(1.60)(1.60)Comments 0 - Self Weight (PLF)0 to 11'N/A 13.0 1 - Uniform (PSF)0 to 11' (Front)2' 10 1/2"12.0 40.0 ---Residential - Living Areas 2 - Uniform (PSF)0 to 11' (Top)8'10.0 ---- 3 - Uniform (PSF)0 to 11' (Top)4' 7 1/2"15.0 -25.0 -- 4 - Point (lb)2 3/4" (Front)N/A 439 -731 -- 5 - Point (lb)7 1/2" (Top)N/A ---417 1621 Holdowns 6 - Point (lb)11' (Top)N/A ----417 -1621 Holdowns 9/28/2018 12:44:30 PM Forte v5.4, Design Engine: V7.1.1.3 Page 1 of 1 2306.4te Forte Software Operator Eric Rice ELR Engineering (206) 200-8764 elreng33@gmail.com Job Notes Plan 2306 Renton/Chelan JK Monarch