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REVIEWED BLD2023-0915+Structural_Calculations+6.26.2023_9.58.54_PM+3632514MDT ENGINEERING RECEIVED 31403 441h Avenue South BLD2023-0915 Auburn, WA 98001 7/24/23................................................253-709-9852 REVIEWED md.thompson@earthlink.net CITY OF EDMONDS BY DEVELOPMENT SERVICES DEPARTMENT CITY OF EDMONDS BUILDING DEPARTMENT Structural Calculations For the McLaughlin Residence 7011 177t" St. SW Edmonds, WA September 29, 2021 tt0 Building Official: Please accept this engineering packet only for the site noted above. 31403 441" Avenue South Auburn, WA 98001 253-709-9852 Table of Contents Page No. Scope of Work Structural Notes Shear Wall Schedule iii Lateral Analysis 1-8 Vertical Analysis 9 - 14 MDT ENGINEERIN 31403 44"' Avenue South Auburn, WA 98001 253-709-9852 md.thompson@earthlink.net Scope of Work MDT Engineering was asked to provide the structural design for the addition and remodel of the existing structure. Following are the calculations provided: 1. Lateral Analysis 2. Vertical Analysis 3. Foundation Design 4. Structural Plans, Notes and Details We have provided the designer with a digital copy of the structural calculations and detail sheets for your use in obtaining a building permit for the referenced project. The scope of this project is for the design phase only. If additional site inspections are required by the Building Dept., these will be performed at an additional hourly fee of $125.00 per hour. Also, revisions to the original design by the owner or required by the building department will be billed at an additional hourly fee of $125.00 per hour. Questions about the attached information should be addressed to MDT Engineering. Michelle D. Thompson, PE MDT Engineering, Inc. STRUCTURAL NOTES CODES AND SPECIFICATIONS 1. INTERNATIONAL BUILDING CODE, 2018 EDITION, ASCE 7-16 2. INTERNATIONAL RESIDENTIAL CODE, 2018 EDITION 3. SIMPSON STRONG TIE WOOD CONTRUCTION CONNECTORS 2021.2023 4. FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD MUST BE STAINLESS STEEL, ZMAX(G185HDG PER ASTM A653), BATCHIPOST HOT -DIP GALVANIZED (PER ASTM B695, CLASS 55 OR GREATER). UNCOATED AND PAINTED PRODUCTS SHOULD NOT BE USED WITH TREATED WOOD. WHEN USING STAINLESS STEEL HOT -DIP GALVANIZED CONNECTORS, THE CONNECTORS AND FASTENERS SHOULD BE MADE OF THE SAME MATERIAL. 1. WIND LOAD: INTERNATIONAL BUILDING CODE, 2018, ASCE 7-16, ALTERNATE ALL -HEIGHTS METHOD, ULTIMATE DESIGN WIND SPEED = 110 MPH, NOMINAL DESIGN WIND SPEED = 85 MPH, EXPOSURE B 2. SEISMIC: INTERNATIONAL BUILDING CODE, 2018, ASCE 7-16 RISK CATEGORY II SEISMIC IMPORTANCE FACTOR, Ie=1.0 MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS, Ss=1.5, S1=0.5 SITE CLASS D DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS, Sds=1.Og, Sd1=0.59 SEISMIC DESIGN CATEGORY D2 BASIC SEISMIC FORCE -RESISTING SYSTEM: LIGHT FRAME WALLS WITH WOOD SHEAR WALLS DESIGN BASE SHEAR, V = F (Sds) (W) I R = 0.1846 (W) RESPONSE MODIFICATION COEFFICIENT, R=6.5 ANALYSIS PROCEDURE USED: SIMPLIFIED ALTERNATIVE STRUCTURAL DESIGN FOR SIMPLE BEARING WALL SYSTEMS 3. ROOF LOAD: DL = 15 PSF LL = 25 PSF (ROOF SNOW LOAD) 4. FLOOR LOAD: DL = 10 PSF LL = 40 PSF S. DECK LOAD: DL = 10 PSF LL = 40 PSF 6. SOILS: ASSUMED 1500 PSF ALLOWABLE SOIL BEARING ASSUMED 30 PCF ACTIVE SOIL PRESSURE, 350 PCF PASSIVE PRESSURE, 0.36 COEFFICIENT OF FRICTION ALL FOOTINGS AND SLABS SHALL BEAR ON UNDISTURBED SOIL OR FILL COMPACTED TO 95% MODIFIED PROCTOR. 7. CONCRETE: 3000 PSI @ 28 DAYS (2500 PSI USED FOR DESIGN) GRADE 40 REINFORCEMENT MINIMUM 3" COVER FOR ALL REINFORCEMENT EXCEPT AS NOTED AT RETAINING WALLS OR OTHER DETAILS 1. LUMBER GRADES AND ALLOWABLE STRESSES SHALL BE AS FOLLOWS UNLESS NOTED OTHERWISE ON PLAN: ALL SAWN LUMBER HF#2 OR BETTER, Fb = 875 PSI, Fv = 75 PSI, E=1,300,000 GLULAM BEAMS 24F-V4, Fb = 2400 PSI, Fv = 165 PSI, E = 1,800,000 MICROLAM, LVL Fb = 2600 PSI, Fv = 285 PSI, E = 1,900,000 PARALLAMS, PSL Fb = 2600 PSI, Fv = 290 PSI, E = 2,000,000 2. WHEN TOP PLATE IS INTERRUPTED BY HEADER, HEADER SHALL HAVE STRAP CONNECTORS TO THE TOP PLATE EACH END, USE 2SIMPSON MSTA24 CONNECTORS, UNLESS NOTED OTHERWISE. 3. ALL SHEAR WALL SHEATHING NAILS AND ANCHORS SHALL BE AS DETAILED ON THE DRAWINGS AND AS NOTED IN THE SHEAR WALL SCHEDULE, 4. FLOOR SHEATHING SHALL BE %" MINIMUM APA RATED FLOOR SHEATHING WITH 10d COMMON @ 6" OC AT ALL SUPPORTED PANEL EDGES AND 10d @ 12" OC AT INTERMEDIATE SUPPORTS. 5. ROOF SHEATHING SHALL BE 7116" MINIMUM APA RATED ROOF SHEATHING WITH 8d COMMON @ 6" OC AT ALL SUPPORTED PANEL EDGES AND 8d @ 12" OC AT INTERMEDIATE SUPPORTS. GENERAL CONSTRUCTION NOTES 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD. ANY VARIATIONS FROM THE DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGNER OR THE ENGINEER. 2. ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION SHALL BE PROVIDED. ANY PROPOSED FIELD CHANGES MUST HAVE THE APPROVAL OF THE ENGINEER PRIOR TO CONSTRUCTION. SHEAR WALL SCHEDULE MARK SHEATHING FASTENER SPACING BOTTOM PLATE NAILING OR FRAMING ANCHORS ALLOWABLE NOTES (NOTE 5) (COMMON OR ANCHOR BOLTS (NOTES 7 & 8) SHEAR GALVANIZED BOX) 1A 7/16" MIN. APA RATED SHEATHING OR 16d @ 8" OC RBC @ 32.00 1, 2, 3, APA RATED SIDING 303 8d @ 6"OC OR LTP4@ 48.00 130 PLF 11 ONE SIDE Y2" A.B. @ 5'-6"OC A35 @ 48"OC 1 7/16" MIN. APA RATED SHEATHING OR 16d @ 6" OC OR RBC @ 18"OC 1, 2, 3, APA RATED SIDING 303 8d @ 6"OC Y2" A.B. @ 3'-2"OC OR LTP4@ 30"OC 242 PLF 11 ONE SIDE 5/8" A.B. @ 5'-0" OC A35 @ 30"OC 2 7/16" MIN. APA RATED SHEATHING OR 16d @ 4" OC OR RBC @ 12"OC 1, 2, 3, APA RATED SIDING 303 8d @ 4"OC Y2" A.B. @ 2'-2"OC OR LTP4@ 18"OC 353 PLF 11 ONE SIDE 5/8" A.B. @ 3'-4" OC A35 @ 18"OC 3 7/16" MIN. APA RATED SHEATHING OR Y4- X 5" LAG SCREW @ 8-OC OR RBC @ 10"OC 1, 2, 3, APA RATED SIDING 303 8d @ 3"OC Y2" A.B. @ 1'-8"OC OR LTP4@ 15"OC 456 PLF 4, 9, 10, ONE SIDE 5/8" A.B. @ 2'-8" OC A35 @ 15"OC 11 4 7/16" MIN. APA RATED SHEATHING OR Y" X 5" LAG SCREW @ 6-OC OR RBC @ 8-OC 1, 2, 3, APA RATED SIDING 303 10d @ 3"OC Y2" A.B. @ I'-4"OC OR LTP4@ 12"OC 558 PLF 4, 9, 10, ONE SIDE 5/8" A.B. @ 2'-0" OC A35 @ 12.00 11 5 7/16" MIN. APA RATED SHEATHING OR Y4" X 5" LAG SCREW @ 5"OC OR RBC @ 6"OC 1, 2, 3, APA RATED SIDING 303 10d @ 2"OC Y2" A.B. @ 1'-0"OC OR LTP4 @ 10"OC 716 PLF 4, 9, 10, ONE SIDE 5/8" A.B. @ I'-8"OC A35 @ 10.00 11 6 19/32" MIN. APA RATED SHEATHING Y" X 5" LAG SCREW @ 2-OC OR 1, 2, 3, BOTH SIDES 10d @ 2-OC 3/4" A.B. @ 1'-O" OC LTP4@ 6"OC 1618 PLF 4, 6, 9, A35 @ 6"OC 10,11 1. ALL FASTENERS SHALL MEET THE FOLLOWING CRITERIA: 8d COMMON=0.131" DIAMETER X 2 X", 8d GALVANIZED BOX = 0.113 DIAMETER X 2 Y" 10d COMMON = 0.148" DIAMETER X 3", 10d GALVANIZED BOX = 0.128" DIAMETER 3", 16d COMMON = 0.162" X 3 W. 2. PANEL EDGES SHALL BE BACKED WITH 2" NOMINAL OR WIDER FRAMING. SPACE FASTENERS @ 12"OC ON INTERMEDIATE SUPPORTS. 3. PROVIDE ALL ANCHOR BOLTS WITH 3"X3"XY."PLATE WASHERS. LOCATE WITHIN Y" OF SHEATHING. 4. AT GARAGE JAMBS, REFER TO LATERAL RESTRAINT PANEL DETAIL 401/Sl. 5. PROVIDE 7/16" APA RATED SHEATHING (PLYWOOD OR OSB) OR APA RATED SIDING 303 OR INNER SEAL OSB RATED PANEL SIDING ON ALL EXTERIOR WALLS DESIGNATED AS SHEAR WALLS. 6. WHERE PANELS ARE APPLIED ON BOTH SIDES OF A WALL AND NAIL SPACING IS LESS THAN 6" OC ON EITHER SIDE, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS OR FRAMING SHALL BE 3" NOMINAL OR THICKER AND NAILS ON EACH SIDE SHALL BE STAGGERED. 7. REFER TO TYPICAL SHEAR WALL DETAILS ON STRUCTURAL DETAIL SHEET FOR LOCATION OF FRAMING ANCHORS. 8. AT UPPER FLOOR INTERIOR SHEAR WALLS, REFER TO DETAIL 303/S2 OR 304/52. 9. AT SHEAR WALL TYPES 3, 4, 5 AND 6, ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3X MEMBER. FOR EXAMPLE, PROVIDE A 3X STUD AT VERTICAL JOINTS IN THE SHEATHING. 10. AT SHEAR WALL TYPES 3, 4, 5 AND 6, FOUNDATION SILL PLATES AND BOTTOM PLATES OF SHEAR WALLS, SHALL NOT BE LESS THAN A SINGLE 3X MEMBER. ALSO PROVIDE A 3X MINIMUM WIDTH MEMBER BELOW SHEAR WALL TO RECEIVE LAG SCREWS SUCH AS A 3X RIM JOIST, 3X JOIST OR BEAM OR BLOCKING BELOW SHEAR WALL. 11. FASTENERS AT PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE STAINLESS STEEL, G185 HDG,BATCH/POST HOT -DIP GALVANIZED OR MECHANICALLY GALVANIZED. MDT EN Lateral Analysis INEERING 31403 44th Avenue South Auburn, WA 98001 253-709-9862 md.thompson@earthlink.net Wind Desiqn: Per 2018 IBC and ASCE 7-16 Alternate all -heights method Wind Speed, Vult=110 MPH, Vasd=85 MPH Exposure B Pnet = 0.00256(V)(Kz)(Cnet)(Kzt) Kzt = 1.0 P = 1.0(16 PSF) = 16 PSF or 16 PSF Minimum MDT ENGINEERIN 31403 44'' Avenue South Auburn, WA 98001 253-709-9852 m d.th om pson@ea rth l i n k. n et Lateral Analysis Seismic Design: Per 2018 IBC and ASCE 7-16, Sect. 12.14 Simplified Alternative Structural Design Criteria for Simple Bearing Wall Systems Risk Category II Site Class D Seismic Importance Factor, I = 1.0 Fa=1.0 Ss=1.5 Fv=1.5 S1=0.5 Sm1=FvxS1=1.5x0.5=0.75g Sds = 2/3 x Fa x Ss = 2/3 x 1.0 x 1.5 = 1.0g Sd1=2/3xSm1= 2/3 x 0.75 = 0.5g From Table 11.6-1, Seismic Design Category D V = (F x Sds x W) / R W = Dead Load R = Response Modification Factor R = 6.5 for light frame walls with wood shear walls F = 1.0 for 1 story F = 1.1 for 2 story F = 1.2 for 3 story V=(1.2x1.0xW)/6.5=0.1846xW 31403 4011 Avenue South Auburn, WA 98001 253-709-9862 md.thompson@earthlink.net Compare Wind and Seismic Base Shear Wind: Use maximum wind load of `U PSF in all directions. Vwind 1(p PSF) Seismic: Veq = 1.2 (1.0) (W) / 6.5 = 0.1846W W = Roof: LE7 �1��/ = 705 Walls: /00 Floor: 4%0 Walls: ��P>�C/O� - w /49,5ptr Veq = 0.1846 ( 14 qs ) _ -2,77j /l . 4 = / 9 -7 rGt::: Redundancy Check: Max. increase = 1.3 Veqmax = 1.3 ( Vwind > Veq Wind ControlsGentrella- t \' I A Y zs M -/ O J -t. e 143W,4C,04�b Ile MDT Engineering Consulting Structural Engineers 31403 44th Ave. S. Auburn, WA 98001 253-887-8725 Wind Load 16 SW# ib Area Wic Area He Total Shear Wall Length Total Wall Length Shear Per Foot sw type 1 10.67 5 854 26.33 26.33 32 1A 2 10.67 5 2496 3.00 12.83 8 13.00 - 7.00 � 5.50 2.67 31.17 80 1A 3 12.83 6 1232 41.33 41.33 30 1A 4 10 8 1280 3.50 3.50 7.00 183 1 5 23.17 8 2966 14.00 12.00 26.00 114 1A 6 13.17 8 1686 3.33 3.33 3.00 3.00 4.25 6.00 22.91 74 1A 7 10.67 9 2390 26.33 26.33 91 1A 8 23.5 9 5880 3.00 MCLAUGHLIN MDT Engineering Consulting Structural Engineers 31403 44th Ave. S. Auburn, WA 98001 253-887-8725 Wind Load 16 SW# ib Area Wi Area He Total Shear Wall Length Total Wall Length Shear Per Foot sw type 13.00 7.00 5.50 2.67 31.17 189 1 I 9 12.83 9 3079 41.33 41.33 75 1A 10 10 9 2720 3.50 3.50 7.00 P38 3 11 23.17 9 6302 7.50 14.00 _ 2.67 24.17 261 2 12 13.17 9 3582 1.75 1.75 1.83 2.83 2.83 6.58 17.57 204 1 MCLAUGHLIN MDT Engineering Consulting Structural Engineers 31403 44th Ave. S. Auburn, WA 98001 253-887-8725 SW 7Foot ength feet) Total Shear (Ibs) Dead load (Ibs) Wall Height (feet) Gross Uplift (Ibs) Net Uplift (Ibs)Strap Holddown/ 1 26.33 842.56 150 8 256 -1719 NO UPLIFT 2A 80 3 240 150 8 640 415 NEGLECT 2B 80 13 1040 150 8 640 -336 NO UPLIFT 2C 80 7 560 150 8 640 115 NEGLECT 2D 80 6.5 440 150 8 640 228 NEGLECT 2E 80 2.67 213.6 150 8 640 440 NEGLECT 3 _ 30 41.33 1239.9 150 8 240 -2860 NO UPLIFT 4A 183 3.5 640.5 150 8 1464 1202 MSTC40 4B 183 3.5 640.5 150 8 1464 1202 MSTC40 5A 114 14 1596 150 8 912 -138 NO UPLIFT 5B 114 12 1368 150 8 912 12 NEGLECT 6A 74 3.33 246.42 150 8 592 342 NEGLECT 66 74 3.33 246.42 150 8 592 342 NEGLECT 6C 74 3 222 150 8 592 367 NEGLECT 6D 74 3 222 150 8 592 367 NEGLECT 6E 74 4.25 314.5 150 8 592 273 NEGLECT 6F 74 6 444 160 8 592 142 NEGLECT _ 7 91 26.33 2396.03 250 8 728 -2563 NO UPLIFT 8A 189 3 567 250 8 1512 1137 HDU2 8B 189 13 2457 250 8 1512 -113 NO UPLIFT 8C 189 7 1323 250 8 1512 637 HDU2 8D 189 5.5 1039.5 2 SO 1512 824.5 STHD14RJ 8E 189 2.67 504.63 250 8 1512 11178.251 STHD14RJ 9 75 41.33 3099.75 250 8 600 1 -4566.3 NO UPLIFT 10A 389 3.5 1361.5 250 8 3112 2674.5 1 STHD14RJ 10B 389 3.5 1361.5 250 8 3112 2674.5 STHD14RJ 11A 261 7.5 1957.5 250 8 2088 1150.6 HDU2 11B 261 14 3654 250 8 2088 338 NEGLECT 11C 261 2.67 696.87 250 8 2088 1754.25 EXIST 12A 204 1.76 357 250 8 1632 1413.25 HDU2 12B 204 1.75 357 250 8 1632 1413.25 HDU2 12C 204 1.83 373.32 260 8 1632 1403.25 HDU2 12D 204 2.83 577.32 250 8 1632 1278.25 EXIST 12E 204 2.83 577.32 250 8 1632 1278.25 EXIST 12F 204 6.68 1 1342.32 1 250 8 1 1632 809.5 1 EXIST MCLAUGHLIN P�?AMMJ61 lvl,16� 0 99. 6M, 11718 TJ1�3�op Ql(y °Oc vim/ sfx6MW, r2 0 X z Ij U 'ix, e>m u y MAI /VIA !off ( ca" AJ -ro r r, fob pRI ewl:;x / gz Ta kx/ter j:::vN errvi 4 ON /a12�kG7�i g2 1vte,LA-uc4but.1 g�zl iV�,✓ 1�Ce1 �� � � 9qd ��� [�� 1f b,s I vJ ' * 1010 � /B?O ply :k v Zc�S ►-J - (�r�] = /�© Ptr -r .07 Cam) =1P vc� 10115 77/g5 2v - 9/2l 7X e?X4 F-C�L l� 5/- 4 9 C4e�) .49 D PGA /!7 MLA-Ua btuAi/ v d� 440 A•y` i M.-- i 9�?' �e-z7