HomeMy WebLinkAboutRS_Redline_Engineer_Responses_Resubmittal_1_181024_v2
1915 Dayton Ave NE, Renton, WA 98056
Phone: 206.200.8764
Email: elreng33@gmail.com
Date: 10/22/2018
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 10/19/18
Permit ID: B18005074
Plan ID: Rueppell Home Design Plan 2552
Project address: Lot 13
912 Chelan Place NE
Renton, WA
Attachments: 7 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, lateral, and truss) in the plan review
referenced above as follows:
General
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.
Lateral
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. The shear wall schedule has been revised to show 3x’s required at all panel joints with the exception of the
bottom plate which, as per footnote (10) on the shear wall schedule, horizontal panel joints are not
permitted.
8. 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.
9. S-2 is revised to specify HF2 studs as intended. See attached calculations for the combined loading
condition.
Truss submittal
1. S-3 has been revised to show call out for girder truss/drag strut at the noted locations. Also, with the truss
1915 Dayton Ave NE, Renton, WA 98056
Phone: 206.200.8764
Email: elreng33@gmail.com
supplier’s design documents now available, S-1, S-2, and S-3 have been revised to coordinate and
the affected members have been revised as needed.
Please call or email with any questions.
Eric L. Rice, PE
ELR Engineering
Eric L. Rice 10/22/18
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 :102218)> Plan review comment #9 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: 22 OCT 2018, 9:17AM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT13~1\Enercalc\2552.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 .
.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 :
17.625Overall 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 = 17.625 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 : 27.092 lbs * Dead Load FactorAXIAL LOADS . . .
Axial Load at 17.625 ft, D = 0.3960, 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 =0.7593
Location of max.above base 8.753 ft
Applied Axial 0.8356 k
Applied Mx 0.4718 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 25.957 psi
240.0Allowable Shear psi
0.1082 : 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 0.2379 k Bottom along Y-Y 0.2379 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 2.192 in at 8.872 ft above base
for load combination :W Only
Along X-X 0.0 in at 0.0 ft above base
Fc : Allowable 254.871 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 17.625 ft0.194 ft0.2057+D+S 1.150 PASS PASS0.0 0.0 17.625 ft0.153 ft0.4678+D+0.750S 1.150 PASS PASS0.0 0.0 17.625 ft0.153 ft0.4017+D+0.60W 1.600 PASS PASS8.872 0.1082 0.0 ft0.111 ft0.6514+D-0.60W 1.600 PASS PASS8.872 0.1082 0.0 ft0.111 ft0.6514+D+0.70E 1.600 PASS PASS8.753 0.06075 0.0 ft0.111 ft0.3837+D-0.70E 1.600 PASS PASS8.753 0.06075 0.0 ft0.111 ft0.3837+D+0.450W 1.600 PASS PASS8.753 0.08112 0.0 ft0.111 ft0.4987+D-0.450W 1.600 PASS PASS8.753 0.08112 0.0 ft0.111 ft0.4987
Wood Column
Licensee : ELR EngineeringLic. # : KW-06010691
Description :102218)> Plan review comment #9 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: 22 OCT 2018, 9:17AM
Project Descr:
File = C:\Dropbox\ELRENG~1\ELR_PR~1\2018\1_RUEP~1\JKMONA~1\RENTON~1\LOT13~1\Enercalc\2552.ec6 .
Software copyright ENERCALC, INC. 1983-2018, Build:10.18.10.10 .
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 PASS8.753 0.08112 0.0 ft0.111 ft0.7593+D+0.750S-0.450W 1.600 PASS PASS8.753 0.08112 0.0 ft0.111 ft0.7593+D+0.750S+0.5250E 1.600 PASS PASS8.753 0.04557 0.0 ft0.111 ft0.4958+D+0.750S-0.5250E 1.600 PASS PASS8.753 0.04557 0.0 ft0.111 ft0.4958+0.60D+0.60W 1.600 PASS PASS8.872 0.1082 0.0 ft0.111 ft0.5711+0.60D-0.60W 1.600 PASS PASS8.872 0.1082 0.0 ft0.111 ft0.5711+0.60D+0.70E 1.600 PASS PASS8.753 0.06075 0.0 ft0.111 ft0.3272+0.60D-0.70E 1.600 PASS PASS8.753 0.06075 0.0 ft0.111 ft0.3272
.Sketches
1 piece(s) 3 1/2" x 9" 24F-V4 DF Glulam
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 3.00"3.00"1.86"1786 2436 4222 None
2 - Trimmer - HF 1.50"1.50"1.50"1065 1435 2500 None
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)2500 @ 8' 4 1/2"3413 (1.50")Passed (73%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)3512 @ 1'6400 Passed (55%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)6360 @ 3' 3 7/16"10868 Passed (59%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.118 @ 4' 1 1/16"0.275 Passed (L/837)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.206 @ 4' 1 1/16"0.412 Passed (L/482)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
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 8' 5" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 5" o/c unless detailed otherwise.
Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 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.
Response to city - 102218, 1MEMBER 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 Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 4 1/2"N/A 7.7
1 - Uniform (PSF)1' 9" to 8' 4 1/2"11' 3"18.0 25.0 Snow
2 - Point (lb)1' 9"N/A 931 1293
3 - Uniform (PSF)0 to 1' 9"16' 4"18.0 25.0 Snow
10/22/2018 10:04:53 AM
Forte v5.4, Design Engine: V7.1.1.3
Page 1 of 1
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
1 piece(s) 3 1/2" x 10 1/2" 24F-V4 DF Glulam
Bearing Length Loads to Supports (lbs)
Supports Total Available Required Dead Snow Total Accessories
1 - Trimmer - HF 6.00"6.00"2.25"2386 2728 5114 None
2 - Trimmer - HF 1.50"1.50"1.50"1021 894 1915 None
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)1915 @ 8' 7 1/2"3413 (1.50")Passed (56%)--1.0 D + 1.0 S (All Spans)
Shear (lbs)4016 @ 1' 4 1/2"7466 Passed (54%)1.15 1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-lbs)9541 @ 2' 10 1/2"14792 Passed (65%)1.15 1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)0.080 @ 4' 1 1/8"0.275 Passed (L/999+)--1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)0.154 @ 4' 1 9/16"0.412 Passed (L/642)--1.0 D + 1.0 S (All Spans)
System : Wall
Member Type : Header
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 8' 8" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 8' 8" o/c unless detailed otherwise.
Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 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.
Response to city - 102218, 17MEMBER 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 Snow
Loads Location (Side)Width (0.90)(1.15)Comments
0 - Self Weight (PLF)0 to 8' 7 1/2"N/A 8.9
1 - Uniform (PSF)0 to 8' 7 1/2"8'10.0 -
2 - Uniform (PSF)0 to 2' 10 1/2"16' 6"18.0 25.0
3 - Point (lb)2' 10 1/2"N/A 1786 2436 Linked from: 1,
Support 1
10/22/2018 10:05:09 AM
Forte v5.4, Design Engine: V7.1.1.3
Page 1 of 1
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch
1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam
Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed.
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 Total Accessories
1 - Column - HF 5.50"5.50"1.97"1607 5419 -102 7026/-102 Blocking
2 - Column - HF 5.50"4.25"2.79"3991 5419 2626 12036 1 1/4" Rim Board
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)9966 @ 19' 2"15194 (4.25")Passed (66%)--1.0 D + 0.75 L + 0.75 S (All Spans)
Shear (lbs)5794 @ 1' 8 1/2"14575 Passed (40%)1.00 1.0 D + 1.0 L (All Spans)
Pos Moment (Ft-lbs)31947 @ 9' 9"40494 Passed (79%)1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)0.565 @ 9' 9"0.628 Passed (L/400)--1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)0.733 @ 9' 9"0.942 Passed (L/309)--1.0 D + 1.0 L (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 19' 5" o/c unless detailed otherwise.
Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 19' 5" o/c unless detailed otherwise.
Critical positive moment adjusted by a volume factor of 0.98 that was calculated using length L = 18' 10".
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.
Response to city - 102218, 9MEMBER 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
Loads Location (Side)Width (0.90)(1.00)(1.15)Comments
0 - Self Weight (PLF)0 to 19' 4 3/4"N/A 20.0
1 - Uniform (PLF)0 to 19' 6" (Back)N/A 54.0 254.3 -10.5 Linked from: 1,
Support 1
2 - Uniform (PLF)0 to 19' 6" (Front)N/A 90.8 301.5 -Linked from: 4,
Support 2
3 - Point (lb)19' 4 1/4" (Back)N/A 2386 -2728 Linked from: 17,
Support 1
10/22/2018 10:18:23 AM
Forte v5.4, Design Engine: V7.1.1.3
Page 1 of 1
2552.4te
Forte Software Operator
Eric Rice
ELR Engineering
(206) 200-8764
elreng33@gmail.com
Job Notes
Plan 2552
JK Monarch