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REVIEWED BLD RESUB1 BLD2024-0506+Structural_Analysis_or_Calculations+6.3.2024_9.43.44_AM+4295734RES U B Jun 03 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Fro HAREZLAK ENGINEERING ..........REVIEWED .......... BY CITY OF EDMONDS e BUILDING DEPARTMENT BLD2024-0506 STRUCTURAL ENGINEERING CALCULATIONS: YAMASHITA RESIDENCE PHASE 1 PREPARED BY: PHIL HAREZLAK, PE DATE: 05/30/2024 Page 1 of 12 WON HAREZLAK ENGINEERING HAREZLAK ENGINEERING YAMASHITA RESIDENCE --GRAVITY CALCULATIONS Page 2 of 12 D r m z� 00 A`m =o z� ' o� �c =m rvl� X w 0 D C7 D C7 C7 rn SHEET SHEET TITLE REVISION &DATE � cn C� p � � �, � � o v � PROJECT TITLE JURISDICTION SEAL PROFESSIONAL SEAL � � � � �� z � -� � I M ENSIGNS - .... Kristina &Paul Remodel O � � ARCHITECTURE S T U D I O Residential rn N� Roof Framing o��N ; � _ � 23626 97th PI W O � 19730 64th Ave W Suite 201 O N � o N o � � Edmonds, WA 98020 � O � z Lynnwood WA 98036 (425) 827 9293 O N WCa � � � � dimensions@dimensionsarch.com O These plans are copyrighted in accordance with federal and state statutes. Reproduction and alterations by any method of all or any portion of these plans or variations thereof without written permission from DIMENSIONS, INC. is expressly prohibited. EHAREZLAK ■ ENGINEERING General Beam Analysis LIC# : KW-06017599, Build:20.23.08.30 DESCRIPTION: GIRDER TRUSS General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = Project Title: Engineer: Project ID: Project Descr: HAREZLAK ENGINEERING 24.0 ft Area = 10.0 inA2 D(0.091 SM.15) X X Span = 24.0 ft Applied Loads Uniform Load Project File: Yamashita RES.ec6 Moment of Inertia = 1983-2023 100.0 inA4 Service loads entered. Load Factors will be applied for calculations. D = 0.0150, S = 0.0250 ksf, Tributary Width = 6.0 ft DESIGN SUMMARY Maximum Bending = Load Combination Span # where maximum occurs Location of maximum on span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 17.280 k-ft Maximum Shear = +D+S Load Combination Span # 1 Span # where maximum occurs 12.000 ft Location of maximum on span 0.389 in 739 0.006 in 46617 0.623 in 462 0.002 in 129493 2.880 k +D+S Span # 1 0.000 ft Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values (k-ft) Shear Values (k) Segment Length Span # M V Mmax + Mmax - Ma -Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Overall MAXimum Envelope Dsgn. L = 24.00 ft 1 17.28 17.28 2.88 D Only Dsgn. L = 24.00 ft 1 6.48 6.48 1.08 +D+S Dsgn. L = 24.00 ft 1 17.28 17.28 2.88 +D+0.750S Dsgn. L = 24.00 ft 1 14.58 14.58 2.43 +0.60D Dsgn. L = 24.00 ft 1 3.89 3.89 0.65 Overall Maximum Deflections Load Combination Span Max. 'I Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S 1 0.6227 12.120 0.0000 0.000 Vertical Reactions Support notation : Far left is # Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.880 2.880 Overall MINimum D Only 1.080 1.080 +D+S 2.880 2.880 +D+0.750S 2.430 2.430 +0.60D 0.648 0.648 S Only 1.800 1.800 Page 4 of 12 �`� Upper Floor Framin EXISTING SCALE: 1 /4"=1'-0" 0 � PROJECT TRUE NORTH NORTH )OR FRAMING _. JSTS @ 16" WALL 3T IOTE: 9' -0"HIGH PLATE LINE LIVING ROOM IOTE: 18" O.H. @LIVING RM. ;OOF ONLY. -ALL OTHER ;OOF O.H. TO BE 12" o Z� O � W � � U O � � � � M . � � M � �� Z~ V �>Q rn cn L!J � > N � Q°�° W~ _�� V � M� � �� c � Q a� � E J Q W Q FOR REVIEW ONLY z O NOT FOR CONSTRUCTION w 0 J Q W z O H U_ �_ 0 0 r __ O O m w� O m � � a m o }� � Q o m T �_ ¢ � • V� _ '/� � U Z a"i � � � TV SJ y m O w � m z m w O M � ti � � � m o (� N � � W �N '� 3 -mo z w •` �' � 3 c s y 3 a� a�i �, `m w m o_ 0 � �� a Job #: 202301-03 Drawn: KJH JRS Checked: JRS Issuance: 8.21.2023 Submittal: 02.28.2023 w �- Q 0 z O w .� C6 L LL L _� LL n� W W J �_ W W 2 H W W 2 Page 5 of 12 HAREZLAK ■ ENGINEERING Wood Beam LIC# : KW-06017599, Build:20.23.08.30 DESCRIPTION: NEW HEADER CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-16 Wood Species iLevel Truss Joist Wood Grade Parallam PSL 2.2E Project Title: Engineer: Project ID: Project Descr: Project File: Yamashita RES.ec6 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2023 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(0.10125 Fb + 2,900.0 psi E : Modulus of Elasticity Fb - 2,900.0 psi Ebend- xx 2,200.0 ksi Fc - Prll 2,900.0 psi Eminbend - xx 1,118.19ksi Fc - Perp 750.0 psi Fv 290.0 psi Ft 2,025.0 psi Density 45.070pcf i L(0.27) MO.18) S(0.3) 5.25x11.875 Span = 13.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Point Load: D = 1.10, S = 1.80 k @ 3.670 ft, (POINT LOAD FROM GIRDER TRUSS) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 0.0 -->> 5.50 ft, Tributary Width = 2.0 ft, (NON -BEARING ROOF) Uniform Load : D = 0.0150, S = 0.0250 ksf, Extent = 5.50 - > 13.0 ft, Tributary Width = 12.0 ft, (BEARING ROOF LOAD) Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 6.750 ft, (FLOOR) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.49a 1 Maximum Shear Stress Ratio = 0.328 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb: Actual = 1,651.25psi fv: Actual = 109.46 psi F'b = 3,338.88psi F'v = 333.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 6.073ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.150 in Ratio = 1041 > 720 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <720 n/a Max Downward Total Deflection 0.325 in Ratio = 480 > 480 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <480 n/a Maximum Forces & Stresses for Load Combinations Load Combination Nix Stress Ratios Segment Length Span # M V CD CM Ct CLx D Only Moment Values CIF Cfu C i C r M fb F'b 0.0 Length = 13.0 ft 1 0.255 0.170 0.90 1.00 1.00 1.00 1.001 +D+L 1.00 1.00 1.00 1.001 Length = 13.0 ft 1 0.420 0.277 1.00 1.00 1.00 1.00 1.001 +D+S 1.00 1.00 1.00 1.001 Length = 13.0 ft 1 0.428 0.285 1.15 1.00 1.00 1.00 1.001 +D+0.750L 1.00 1.00 1.00 1.001 Length = 13.0 ft 1 0.298 0.197 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 6.86 667.0 2,613.0 1.00 1.00 1.00 0.0 1.00 1.00 1.00 12.55 1,220.1 2,903.4 1.00 1.00 1.00 0.0 1.00 1.00 1.00 14.68 1,428.0 3,338.9 1.00 1.00 1.00 0.0 1.00 1.00 1.00 11.12 1,081.7 3,629.2 Shear V fv F'v 0.00 0.0 0.0 1.84 44.3 261.0 0.00 0.0 0.0 3.34 80.4 290.0 0.00 0.0 0.0 3.95 95.1 333.5 0.00 0.0 0.0 2.97 71.4 362.5 Page 6 of 12 (N) 5.25x11.875 LVL HEADER TEMPORARY 2x6 STUD WALL W/INSULATION IN ROUGH OPENING UNTIL VENDOR CAN INSTALL NEW NANAWALL NEW WALL SECTION ti 0 O O M SCALE: 1/4" = 1'-0" I MAIN FLOOR PLAN -ENLARGED BATH �50 �FM �� , \'< 0 0 SCALE: 1/2"=1'-O" PROJECT NORTH TR� NORTH GENERAL NOTES MAIN FLOOR PLAN -ENLARGED BATH �50 �FM �� , \'< 0 0 SCALE: 1/2"=1'-O" PROJECT NORTH TR� NORTH GENERAL NOTES 1. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO COMMENCEMENT OF WORK AND WILL IMMEDIATELY NOTIFY ARCHITECT OF ANY DISCREPANCIES. 2. DO NOT DIMENSION DRAWINGS, CONTACT ARCHITECT OFFICE FOR ANY CLARIFICATIONS. 3. ALL DIMENSIONS ARE SHOWN TO FACE OF FRAMING, UNLESS NOTED OTHERWISE (UNO). 4. MEANS AND METHODS OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR. 5. VERIFY ALL ROUGH OPENING REQUIREMENTS WITH DOOR AND WINDOW MANUFACTURERS PRIOR TO FRAMING. 6. ALL INSULATION MATERIALS TO BE CLEARLY IDENTIFIED AND MARKED W/ LABELING VISIBLE FOR INSPECTION. WALL &DRAWING LEGEND NEW EXTERIOR /INSULATED WALL NEW INTERIOR WALL NEW PARTIAL HEIGHT CONCRETE WALL DEMO'D WALL /STRUCTURE, BRACE AS NEEDED EXISTING WALL TO REMAIN, REPAIR AS NEEDED AREA OUTSIDE OF SCOPE FLOOR PLAN NOTES 1. FINISHES TO MATCH EXISTING HOME, SELECTION BY OWNER 2. PLUMBING FIXTURES SELECTED BY OWNER, INSTALLED BY CONTRACTOR 3. PLUMBING &ELECTRICAL PERMITS ON DEFERRED SUBMITTALS 4. NEW DOWNSPOUTS TO TIE INTO EXISTING TIGHT LINES 5. NEW GARAGE AREA TO BE UNHEATED 6. EXISTING HOME TO REMAIN IN LIVABLE STATE DURING CONSTRUCTION, CONTRACTOR TO PROVIDE DUST SCREEN AND REMOVE DEBRIS DAILY 7. NEW WINDOWS TO MATCH EXISTING BRAND &FINISH, MIN .30 U-VALUE 8. ALL EXTERIOR WALLS @LIVING SPACES TO HAVE R-21 (MIN) INSULATION, INSTALL INSULATION SUCH THAT LABELING IS EASILY INSPECTABLE 9. SLAB AT LIVING SPACE TO HAVE R-10 (MIN) INSULATION o Z� O � W � � U o � � � � M . � � M � �� Z~ V L!J �>Q rn cn � > N � Q°�° W~ _�� V �� M� � � � � c a� � Q � E J Q w Q FOR REVIEW ONLY Z O NOT FOR CONSTRUCTION w O J Q W Z O H U_ �_ 0 0 r 0 O m � � o m� � � �, �o � � � � � � Q ca �_ � �_ • a � U Z '/� � � TV SJ y a"i � m O �� Z mw o �, � �� o (� N � °� � W �N '� 3 -mo z w •` �' � 3 c s y 3 a� a�i �, `m w 0 m o_ � `o s m F a Job #: 202301-03 Drawn: KJH JRS Checked: JRS Issuance: 06.29.2023 Submittal: 10.31.2023 w H— Q wo w Z /O vJ Nw I..L ca � � O � O U � N � c� � � � (� W W V/ Z � W J �_ W W 2 H W W 2 rage i or i � NEW POINT LOAD ON EXISTING STEM WALL IS SPREAD OVER 45 DEGREE ZONE TO EXISITING FOOTING BELOW. 16" WIDE x 48" LONG FOOTING SECTION CALCULATED FOR NEW POINT LOAD. SEE ATTACHED ENERCALC OUTPUT Page 8 of 12 HAREZLAK ■ ENGINEERING General Footing LIC# : KW-06017599, Build:20.23.08.30 DESCRIPTION: EXISTING FOOTING Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = (P Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. _ Min Allow % Temp Reinf. _ Min. Overturning Safety Factor = Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = 1.333 ft Length parallel to Z-Z Axis = 4.0 ft Footing Thickness = 8.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis =_ in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars - 4 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 2 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along X-X Axis # Bars required within zone 50.0 % # Bars required on each side of zone 50.0 % Applied Loads D P : Column Load = 1.90 OB : Overburden = M-xx = M-Zz = V-x = V-z = Project Title: Engineer: Project ID: Project Descr: HAREZLAK ENGINEERING 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 Soil Design Values Allowable Soil Bearing = Soil Density Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) _ Soil/Concrete Friction Coeff. _ Increases based on footing Depth Footing base depth below soil surface = Allow press. increase per foot of depth = 0.00180 when footing base is below = 1.0:1 1.0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes = No when max. length or width is greater than No Project File: Yamashita RES.ec6 (c) ENERCALC INC 1983-2023 Z 1.50 ksf 110.0 pcf No 250.0 pcf 0.30 ft ksf ft ksf ft 2 - # 4 Bars =S— OD M Z-Z Section Looking to +X X-X Section Looking to +Z Lr L S 1.80 2.20 W E H k ksf k-ft k-ft k k Page 9 of 12 HAREZLAK ■ ENGINEERING Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Yamashita RES.ec6 LIC# : KW-06017599, Build:20.23.08.30 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: EXISTING FOOTING DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.6773 Soil Bearing 1.016 ksf 1.50 ksf +D+0.750L+0.750S about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.07383 Z Flexure (+X) 0.3166 k-ft/ft 4.288 k-ft/ft +1.20D+L+1.60S PASS 0.07383 Z Flexure (-X) 0.3166 k-ft/ft 4.288 k-ft/ft +1.20D+L+1.60S PASS 0.4543 X Flexure (+Z) 2.851 k-ft/ft 6.275 k-ft/ft +1.20D+L+1.60S PASS 0.4543 X Flexure (-Z) 2.851 k-ft/ft 6.275 k-ft/ft +1.20D+L+1.60S PASS 0.08022 1-way Shear (+X) 6.017 psi 75.0 psi +1.20D+L+1.60S PASS 0.08022 1-way Shear (-X) 6.017 psi 75.0 psi +1.20D+L+1.60S PASS 0.5068 1-way Shear (+Z) 38.010 psi 75.0 psi +1.20D+L+1.60S PASS 0.5068 1-way Shear (-Z) 38.010 psi 75.0 psi +1.20D+L+1.60S PASS 0.4905 2-way Punching 73.568 psi 150.0 psi +1.20D+L+1.60S Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.50 n/a 0.0 0.4530 0.4530 n/a n/a 0.302 X-X, +D+L 1.50 n/a 0.0 0.7906 0.7906 n/a n/a 0.527 X-X, +D+S 1.50 n/a 0.0 0.8656 0.8656 n/a n/a 0.577 X-X, +D+0.750L 1.50 n/a 0.0 0.7062 0.7062 n/a n/a 0.471 X-X, +D+0.750L+0.750S 1.50 n/a 0.0 1.016 1.016 n/a n/a 0.677 X-X, +0.60D 1.50 n/a 0.0 0.2718 0.2718 n/a n/a 0.181 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.4530 0.4530 0.302 Z-Z, +D+L 1.50 0.0 n/a n/a n/a 0.7906 0.7906 0.527 Z-Z, +D+S 1.50 0.0 n/a n/a n/a 0.8656 0.8656 0.577 Z-Z, +D+0.750L 1.50 0.0 n/a n/a n/a 0.7062 0.7062 0.471 Z-Z, +D+0.750L+0.750S 1.50 0.0 n/a n/a n/a 1.016 1.016 0.677 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.2718 0.2718 0.181 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in12 in12 in^2 k-ft X-X, +1.40D 0.9977 +Z Bottom 0.1728 AsMin 0.3001 6.275 OK X-X, +1.40D 0.9977 -Z Bottom 0.1728 AsMin 0.3001 6.275 OK X-X, +1.20D+1.60L 1.935 +Z Bottom 0.1728 AsMin 0.3001 6.275 OK X-X, +1.20D+1.60L 1.935 -Z Bottom 0.1728 AsMin 0.3001 6.275 OK X-X, +1.20D+1.60L+0.50S 2.348 +Z Bottom 0.1728 AsMin 0.3001 6.275 OK X-X, +1.20D+1.60L+0.50S 2.348 -Z Bottom 0.1728 AsMin 0.3001 6.275 OK X-X, +1.20D+L 1.530 +Z Bottom 0.1728 AsMin 0.3001 6.275 OK X-X, +1.20D+L 1.530 -Z Bottom 0.1728 AsMin 0.3001 6.275 OK X-X, +1.20D 0.8552 +Z Bottom 0.1728 AsMin 0.3001 6.275 OK X-X, +1.20D 0.8552 -Z Bottom 0.1728 AsMin 0.3001 6.275 OK X-X, +1.20D+L+1.60S 2.851 +Z Bottom 0.1728 AsMin 0.3001 6.275 OK X-X, +1.20D+L+1.60S 2.851 -Z Bottom 0.1728 AsMin 0.3001 6.275 OK X-X, +1.20D+1.60S 2.176 +Z Bottom 0.1728 AsMin 0.3001 6.275 OK Page 10 of 12 WON HAREZLAK ENGINEERING HAREZLAK ENGINEERING YAMASHITA RESIDENCE --LATERAL CALCULATIONS Page 11 of 12 TOTAL EXISTING WALL= 20'-0" TOTAL PROPOSED WALL= 18'-6" PERCENTAGE CHANGE OF 7.5% Upper Floor Framin WALL SECTIONS HERE 0 � SCALE: 1 /4"=� �-O�� PNORTHT NORTH iE :M, STING OW. )OR FRAMING _. JSTS @ 16" WALL 3T IOTE: 9' -0"HIGH PLATE LINE LIVING ROOM IOTE: 18" O.H. @LIVING RM. ;OOF ONLY. -ALL OTHER ;OOF O.H. TO BE 12" o Z� O � W � � U O � � � � M . � � M � �� Z~ V �>Q rn cn L!J � > N � Q°�° W~ _ � _�� V � M� � �� c � Q a� � E J Q W Q FOR REVIEW ONLY z O NOT FOR CONSTRUCTION w 0 J Q W z O H U_ �_ 0 0 r __ O O m w� O m � � a m o }� � Q o m T �_ ¢ � V� _ '^ � U Z y m O w � m z m w O M � ti � � � m o (� N � � W �N '� 3 -mo z w •`v�' � 3 j � s � 3 a� a�i �, `m w m o_ 0 � �� a Job #: 202301-03 Drawn: KJH JRS Checked: JRS Issuance: 8.21.2023 Submittal: 02.28.2023 w �- Q 0 z O w .� C6 L LL L _� LL ^L W Q w J �_ W W 2 H W W 2 rage i � or i � Frm HAREZLAK ENGINEERING STRUCTURAL ENGINEERING CALCULATIONS: YAMASHITA RESIDENCE PHASE 2 PREPARED BY: PHIL HAREZLAK, PE DATE: 05/30/2024 Page 1 of 21 r.0 HAREZLAK ENGINEERING JOB SHEET NO. CALCULATED BY CHECKED BY_ SCALE PROJECT SCOPE: OF_ DATE DATE III U U NI WINC- RE- NEW FOLDING DCOR SEE DECK IN F=EROULND NEW REMODEL TO EXISTING SINGLE FAMILY RESIDENCE AS NOTED ON PLANS AND DETAILS. AS -BUILT CONDITIONS PROVIDED BY ARCHITECT AND EXISTING STRUCTURAL DRAWINGS ARE AVAILABLE FOR REVIEW. NEW BEAM/POST/FOOTING REVIEW FOR INTERIOR BEARING WALL REMVOAL. CONTRACTOR TO FIELD VERIFY IF WALL IS SHEATHED WITH PLYWOOD, EXISTING DRAWINGS NOTE ONLY BEARING LOCATION. EXISTING FOOTING NOTED IN DRAWINGS, CONTRACTOR TO FIELD VERIFY EXISTING CONDITIONS. ..............:................. LATERAL DESIGN WILL BE ACCOMPLISHED BY PLYWOOD SHEATHED WOOD SHEAR WALLS. LOAD PATH WILL BE RETROFIT TO TRANSFER UPLIFT FORCES TO EXISTING HOLDOWNS. 2of21 D PRODUCT207 WON HAREZLAK ENGINEERING HAREZLAK ENGINEERING YAMASHITA RESIDENCE --GRAVITY CALCULATIONS Page 3 of 21 m m m x_ VJ z O O D z D r m �. 00 A`m =n z� , o� Ac =m oo�rn�c�c� ��X000 0��0�� DzO�� ppz�n Z�=z0 rnnm0� �= O� orno z O O T • 1 N N X w 0 SHEET SHEET TITLE REVISION &DATE � cn C� p � � � o PROJECT TITLE JURISDICTION SEAL PROFESSIONAL SEAL �, � v � � � � � �� .. Kr�st�na &Paul Remodel � _ m � I M ENSIGNS m � ARCHITECTURE S T U D I O Residential rl-I N Roof Framing � W � � N o � � � 23630 97th PI W � � PO Box 3188 O 0 0 � X Edmonds, WA 98020 O z z Ed(425) 827 929020 (Existing Conditions) N� �X W X r � dimensions@dimensionsarch.com These plans are copyrighted in accordance with federal and state statutes. Reproduction and alterations by any method of all or any portion of these plans or variations thereof without written permission from DIMENSIONS, INC. is expressly prohibited. * NOTE: 18" EAVE 12" EAVE 1 NOTE: 9'-0" POINT LC 1.3K DL � EXISTING UPPER FLOOR FRAMING �i SCALE: 1/4"=1'-O" PNORTHT NORTH o Z� O � W U � � L O � � ZoDrnN V � � � O O Q � c w W- o�� E m�� 1 � O N V a = � � C � U W .� � � a� � Q E J w REFERENCE J Q SHEET ONLY w 0 J Q W Z O H U_ �_ 0 0 r __ O m w� O m � � a m o }� � Q o m � T �_ _ V� •� ¢ � U Z �[ (�yVl ''^^ O TVJ Al y VJ n/ M � aNi � m O w � m z m w LL `, J O ti � � � °� (� N � � W �N 3 '� -mo z w •`v�' � 3 j � s � 3 a� a�i �, `m w 0 m o_ � `o s m F a Job #: 2023xx-xx Drawn: KJH JRS Checked: JRS Issuance: 3.20.2024 Submittal: 02.28.2023 w �- Q 0 z O w �_ � C6 �= L �..L L Q o U 0 � �' a� � 'x � w w J �_ W W 2 ��■0 H W W 2 Nage 5 or l� HAREZLAK ■ ENGINEERING Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Yamashita Phase 2.ec6 LIC# : KW-06017599, Build:20.24.03.04 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: RB-1 CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 2,800.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 2,800.0 psi Ebend- xx 2,000.Oksi Fc - Prll 3,000.0 psi Eminbend - xx 1,036.83ksi Wood Species Boise Cascade Fc - Perp 750.0 psi Wood Grade Versa Lam 2800 Fv 285.0 psi Ft 2,100.0 psi Density 41.760pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 5.25x 11.875 Span = 14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 12.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.561: 1 Maximum Shear Stress Ratio = 0.336 : 1 Section used for this span 5.25x11.875 Section used for this span 5.25x11.875 fb: Actual = 1,572.59psi fv: Actual = 95.74 psi F'b = 2,803.26psi F'v = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.000ft Location of maximum on span = 13.029ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.285 in Ratio = 589 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.392 in Ratio = 428 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 14.0 ft 1 0.170 0.102 0.90 1.00 1.00 1.00 1.001 1.00 1.00 1.00 4.41 428.9 2,522.9 1.09 26.1 256.5 +D+L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.0 ft 1 0.561 0.336 1.00 1.00 1.00 1.00 1.001 1.00 1.00 1.00 16.17 1,572.6 2,803.3 3.98 95.7 285.0 +D+0.750L 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.0 ft 1 0.367 0.220 1.25 1.00 1.00 1.00 1.001 1.00 1.00 1.00 13.23 1,286.7 3,504.1 3.26 78.3 356.3 +0.60D 1.00 1.00 1.00 1.001 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.0 ft 1 0.057 0.034 1.60 1.00 1.00 1.00 1.001 1.00 1.00 1.00 2.65 257.3 4,485.2 0.65 15.7 456.0 1 6xE AC N( CI POINT LOA 1.3KDL+3 Q ❑� EXISTING MAIN FLOOR FRAMING ❑� 4 POSTS w/ AC4 ;KEYS TO BM JGERS 0 SCALE: 1/4"=��-O�� PNORTHT TRUE NORTH o Z� O � W U � � L O � � ZoDrnN V � � � O O Q � c w W- o�� E m�� 1 � O N V a U � � C � � W .� � a� � Q E J w REFERENCE J Q SHEET ONLY w 0 J Q W Z O H U_ �_ 0 0 r O m w� O m � /1/ LLLL _ >_ 00 mo (B � � _ � a--� � Q �_ � � _ '^ •� a � U Z aNi � �[ (�yVl O TVSJ Al y VJ n/ M � m O w � m z m w LL `, J O ti � � � °� (� N � � W �N 3 '� -mo z w •`v�' � 3 j � s � 3 a� w a�i �, `m o = � _� �a Job #: 2023xx-xx Drawn: KJH JRS Checked: JRS Issuance: 3.20.2024 Submittal: 02.28.2023 w �- Q 0 z O w f''�� V/ yJ •� O O o U o � � � .� � � 'x � w w J �_ W W 2 H W W 2 rage i or n HAREZLAK ■ ENGINEERING Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Yamashita Phase 2.ec6 LIC# : KW-06017599, Build:20.24.03.04 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: RB-2 (existing) CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 2,400.0 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 1,850.0 psi Ebend- xx 1,800.Oksi Fc - Prll 1,650.0 psi Eminbend - xx 950.Oksi Wood Species DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade 24F-V4 Fv 265.0 psi Eminbend - yy 850.Oksi Ft 1,100.0 psi Density 31.210pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 18) U0.48 6.75M 3.5 Span = 14.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 12.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.394 1 Maximum Shear Stress Ratio = 0.241 : 1 Section used for this span 6.75x13.5 Section used for this span 6.75x13.5 fb: Actual = 946.39psi fv: Actual = 63.84 psi F'b = 2,400.00psi F'v = 265.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 7.000ft Location of maximum on span = 12.876ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.168 in Ratio = 1002 -360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.230 in Ratio = 729 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CV Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 14.0 ft 1 0.119 0.073 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.41 258.1 2,160.0 1.06 17.4 238.5 +D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.0 ft 1 0.394 0.241 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 16.17 946.4 2,400.0 3.88 63.8 265.0 +D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.0 ft 1 0.258 0.158 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 13.23 774.3 3,000.0 3.17 52.2 331.3 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 14.0 ft 1 0.040 0.025 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 2.65 154.9 3,840.0 0.63 10.4 424.0 HAREZLAK ■ ENGINEERING Project Title: Engineer: Project ID: Project Descr: Wood Beam Project File: Yamashita Phase 2.ec6 LIC# : KW-06017599, Build:20.24.03.04 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: RB-3 (existing) CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 875 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 875 psi Ebend- xx 1300ksi Fc - Prll 600 psi Eminbend - xx 470ksi Wood Species Douglas Fir -Larch Fc - Perp 625 psi Wood Grade No.2 Fv 170 psi Ft 425 psi Density 31.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 0 Span = 9.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 8.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.823 1 Maximum Shear Stress Ratio = 0.296 : 1 Section used for this span 6x10 Section used for this span 6x10 fb: Actual = 720.00psi fv: Actual = 50.36 psi F'b = 875.00psi F'v = 170.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4.750ft Location of maximum on span = 8.737ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.115 in Ratio = 987 > 360 Span: 1 : L Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.159 in Ratio = 718 > 240 Span: 1 : +D+L Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.249 0.090 0.90 1.00 1.00 1.00 1.000 1.00 1.00 1.00 1.35 196.4 787.5 0.48 13.7 153.0 +D+L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.823 0.296 1.00 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.96 720.0 875.0 1.75 50.4 170.0 +D+0.750L 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.539 0.194 1.25 1.00 1.00 1.00 1.000 1.00 1.00 1.00 4.06 589.1 1,093.8 1.44 41.2 212.5 +0.60D 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 9.50 ft 1 0.084 0.030 1.60 1.00 1.00 1.00 1.000 1.00 1.00 1.00 0.81 117.8 1,400.0 0.29 8.2 272.0 Project Title: H A R E Z LA K Engineer: Project ID: iENGINEERING Project Descr: Wood Beam Project File: Yamashita Phase 2.ec6 LIC# : KW-06017599, Build:20.24.03.04 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: RB-4 CODE REFERENCES Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method : Allowable Stress Design Fb + 850 psi E : Modulus of Elasticity Load Combination ASCE 7-16 Fb - 850 psi Ebend- xx 1300ksi Fc - Prll 1300 psi Eminbend - xx 470ksi Wood Species Hem -Fir Fc - Perp 405 psi Wood Grade No.2 Fv 150 psi Ft 525 psi Density 26.84 pcf Beam Bracing Beam is Fully Braced against lateral -torsional buckling 410 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 6.0 ft Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 13.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.654: 1 Maximum Shear Stress Ratio = 0.425 : 1 Section used for this span 4x10 Section used for this span 4x10 fb: Actual = 766.81 psi fv: Actual = 73.35 psi F'b = 1,173.00 psi F'v = 172.50 psi Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span = 3.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.032 in Ratio = 2266 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.069 in Ratio = 1039 > 240 Span: 1 : +D+0.750L+0.750S Max Upward Total Deflection 0 in Ratio = 0 <240 n/a Maximum Forces & Stresses for Load Combinations Load Combination Max Stress atios Moment a ues Shear a Segment Length Span # M V CD CM Ct CLx CIF Cfu C i Cr M fb F'b V fv F'v D Only 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.336 0.218 0.90 1.00 1.00 1.00 1.200 1.00 1.00 1.00 1.28 308.3 918.0 0.64 29.5 135.0 +D+L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.557 0.362 1.00 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.36 568.0 1,020.0 1.17 54.3 150.0 +D+S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.563 0.366 1.15 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.75 660.0 1,173.0 1.36 63.1 172.5 +D+0.750L 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 Length = 6.0 ft 1 0.395 0.257 1.25 1.00 1.00 1.00 1.200 1.00 1.00 1.00 2.09 503.1 1,275.0 1.04 48.1 187.5 +D+0.750L+0.750S 1.00 1.00 1.00 1.200 1.00 1.00 1.00 0.0 0.00 0.0 0.0 F2 T �' � �� L I I I I I GENERAL NOTES 1. CONTRACTOR RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION AND DEMOLITION INCLUDING DAILY DEBRIS REMOVAL, SUPPLYING OWNER WITH DUST BARRIER BETWEEN EXISTING SPACES &NEW CONSTRUCTION, AND ENSURING DAILY WEATHER PROTECTION SUPPLIED AS NEEDED 2. CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS PRIOR TO COMMENCEMENT OF WORK AND WILL IMMEDIATELY NOTIFY ARCHITECT OF ANY DISCREPANCIES. 3. DO NOT DIMENSION DRAWINGS, CONTACT ARCHITECT OFFICE FOR ANY CLARIFICATIONS. 4. ALL DIMENSIONS ARE SHOWN TO FACE OF FRAMING, UNLESS NOTED OTHERWISE (UNO). 5. ADA COMPLIANCE PER ICC A117.1-2009 &STATE REGULATIONS 6. INSULATION TO MEET 2018 WSEC RESIDENTIAL REQUIREMENTS IN NEW SPACES, ALL INSULATION MATERIALS TO BE CLEARLY IDENTIFIED AND MARKED W/ LABELING VISIBLE FOR INSPECTION 7. REFER TO STRUCTURAL FOR FRAMING DRAWING LEGEND NEW 2x6 INSULATED EXTERIOR WALL, TYP U.N.O. NEW 2x4 INTERIOR WALL, TYP U.N.O. NEW PARTIAL HEIGHT WALL EXHAUST FAN (PER SRC CHAPTER 15) SD SMOKE DETECTOR /ALARM (PER SRC R314) CO CARBON MONOXIDE DETECTOR /ALARM (PER SRC R315) HD HEAT DETECTOR /ALARM (PER SRC R314) WINDOW SCHEDULE O W W Q _ _ � � � � � ¢ o_ � Cn � W w J W' p � W Q ¢ � � Q � C.� � � = Q � � � w � � c=n NOTES 10 2'-6" 3'-6" 8.75 2 17.5 CSE VNL .28 .55 20 5'-0" 4'-0" 20 3 60 FXD VNL .28 .55 21 4'-0" 4'-6" 18 2 36 FXD VNL .28 .55 22 4'-0" 2'-�"��'-4" 7.8 2 15.5 FXD VNL .28 .55 CUSTOM 30 2'-0" 4'-0" 6 8 48 SKY VNL .28 .55 OPERABLE TOTALS 17 177 WINDOW TYPES SLD SLIDER AWN AWNING FXD FIXED (PICTURE) CSE CASEMENT CMB COMBO HOP HOPPER TRN TRANSOM SH SINGLE HUNG DH DOUBLE HUNG DOOR SCHEDULE O ~ U W W z W � Q ¢ � W w � Q Q � Y _ � = H � � � W � = � U J � W � z J Q � W p� W' � � p � � = U o O o ¢ � Z � = > � C1 � O Q � � � NOTES cn cn C� � = c� 101 3'-0" 6'-8" SWG WD WD PT 1 A MATCH ENTRY 102 3'-0" 6'-8" SWG WD WD PT .55 .28 32 1 32 A 02/A-201 103 4'-0" 6'-8" PKT WD WD PT 1 C 201 6'-0" 6'-8" SLD WD WD PT 1 C 202 14'-0" 6'-8" SLD WD ALM FAC 1 A TOTALS 5 32 DOOR TYPES FCH FRENCH DOORS SLD SLIDER BIPS BIPASS BIFD BIFOLD PKT POCKET SWG SWING MATERIALS &FINISHES FBR FIBERGLASS FAC FACTORY ALU ALUMINUM WD WOOD STL STEEL ST STAINED VNL VINYL PT PAINTED HARDWARE GROUPS A. KEY LOCKABLE, EXTERIOR LATCH B. KEY LOCKABLE, EXTERIOR LATCH, AUTO CLOSER C. NON LOCKING LATCH D. INTERIOR OCCUPANT LOCKABLE LATCH SHEET NOTES 1. UNLESS NOTED OTHERWISE (UNO) 1.1. EXTERIOR WALLS TO BE 2x6 WOOD DF#1 @ 16" O.C. 1.2. INTERIOR WALLS TO BE 2x4 WOOD DF#1 @ 16" O.C. 1.3. WALLS TO HAVE 1/2" GWB INTERIOR SHEATHING, SHEER PER STRUCTURAL 1.4. WALLS TO HAVE 1/2" EXTERIOR SHEATHING, SHEER PER STRUCTURAL 1.5. CEILINGS TO HAVE 5/8" GWB INTERIOR SHEATHING 1.6. ROOFS TO HAVE 1/2" (MIN) SHEATHING 1.7. SUBFLOOR TO BE 3/4" T&G PLYWOOD, GLUED AND NAILED 1.8. ALL SHEATHING TO HAVE STAGGERED SEAMS 2. SMOKE ALARM AND CO DETECTORS TO BE HARDWIRED AND INTERCONNECTED W/ BATTERY BACKUP 2.1. PHYSICAL INTERCONNECTION OF SMOKE ALARMS SHALL NOT BE REQUIRED WHERE LISTED WIRELESS ALARMS ARE INSTALLED AND ALL ALARMS SOUND UPON ACTIVATION OF ONE ALARM 3. ALL VENTILATION OUTLETS MUST BE 36" (MIN) FROM AN OPERABLE OPENING 4. INTERIOR FINISHES TO BE VERIFIED W/ OWNER 5. ADDITION TO BE CONNECTED TO EXISTING UTILITIES SUPPLY &METERS FROM THE MAIN HOUSE (NO SUB -METERING PROPOSED) 6. ADDITION TO BE CONNECTED TO EXISTING HVAC SYSTEMS, GC TO VERIFY CAPACITY AND UPGRADE AS NEEDED 7. VERIFY ALL ROUGH OPENING REQUIREMENTS WITH DOOR AND WINDOW MANUFACTURERS PRIOR TO FRAMING. 8. EGRESS OPENING PER 2018 IRC 8.1. SILL HEIGHT MAX 44" ABOVE FLOOR 8.2. MINIMUM OPEN AREA 5.7 SF 8.3. MINIMUM OPENING HEIGHT 24" 8.4. MINIMUM OPENING WIDTH 20" o Z� O � U-� S � � � (� �/ / � � � rn � ��N O V Z c+'> � c W >Q X > N � o�� - W m � ��\ O O N V Z a � � c U W � .� � � a� � Q E J Q w Q FOR REVIEW ONLY z O NOT FOR CONSTRUCTION w w O w J Q W z 0 U 0 0 r 0 O � p @� �/� � LL � � O � � � � � � a� � O � mo �� ICJ � ° "' �� N �o @o � w 3 � w 03 � 3 j U w O � �� a Job #: 2023xx-xx Drawn: KJH JRS Checked: JRS Issuance: 3.20.2024 Submittal: 02.28.2023 W Q 0 Z O w a--+ a Q� C6 m i C� L _� LL w J H w w 2 cn ��■O w w cn Page 11 of 21 HAREZLAK ■ ENGINEERING Wood Column LIC# : KW-06017599, Build:20.24.03.04 DESCRIPTION: P1 Code References Calculations per NDS 2018, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Project Title: Engineer: Project ID: Project Descr: HAREZLAK ENGINEERING Analysis Method Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 10 ft ( Used for non -slender calculations) Wood Species Douglas Fir -Larch Wood Grade No.2 Fb + 750.0 psi Fv 170.0 psi Fb - 750.0 psi Ft 475.0 psi Fc - Prll 700.0 psi Density 31.210 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1,300.0 1,300.0 Minimum 470.0 470.0 Project File: Yamashita Phase 2.ec6 (c) ENERCALC INC 1983-2023 Wood Section Name 4x6 Wood Grading/Manuf. Graded Lumber Wood Member Type Sawn Exact Width 3.50 in Allow Stress Modification Factors Exact Depth 5.250 in Cf or Cv for Bending N/A Area 19.25 inA2 Cf or Cv for Compressioi N/A Ix 266.93 inA4 Cf or Cv for Tension N/A ly 68.78 inA4 Cm : Wet Use Factor 1.0 Ct : Temperature Fact 1.0 Cfu : Flat Use Factor 1.0 Axial Kf : Built-up columns 1.0 1,300.0 ksi Use Cr: Repetitive ? No Column Buckling Condition: Fully braced against buckling ABOUT X-X Axis Fully braced against buckling ABOUT Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 41.722 Ibs " Dead Load Factor AXIAL LOADS ... NEW POINT LOAD: Axial Load at 10.0 ft, D = 1.30, L = 3.40 k EXISTING 6x10 LOAD: Axial Load at 10.0 ft, D = 0.60, L = 1.60 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.5397 : 1 Load Combination +D+L Governing NDS Forumla Comp Only, fc/Fc' Location of max.above base 0.0 ft At maximum location values are. Applied Axial 6.942 k Applied Mx 0.0 k-ft Applied My 0.0 k-ft Fc: Allowable 700.0 psi PASS Maximum Shear Stress Ratio = 0.0 : 1 Load Combination +0.60D Location of max.above base 10.0 ft Applied Design Shear 0.0 psi Allowable Shear 272.0 psi Load Combination Results Load Combination D Only +D+L +D+0.750L +0.60D Maximum Reactions Load Combination D Only +D+L Maximum SERVICE Lateral Load Reactions. . Top along Y-1y 0.0 k Bottom along Y-Y 0.0 k Top along X-)( 0.0 k Bottom along X-X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y-Y 0.0 in at 0.0 ft above base for load combination : n/a Along X-X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bendina Compression Tension Maximum Axial + Bending Stress Ratios Maximum Shear Ratios C D C P Stress Ratio Status Location Stress Ratio Status Location 0.900 1.000 0.1677 PASS 0.0 ft 0.0 PASS 10.0 ft 1.000 1.000 0.5397 PASS 0.0 ft 0.0 PASS 10.0 ft 1.250 1.000 0.3540 PASS 0.0 ft 0.0 PASS 10.0 ft 1.600 1.000 0.05661 PASS 0.0 ft 0.0 PASS 10.0 ft Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top 1.942 6.942 EHAREZLAK ■ ENGINEERING Project Title: Engineer: Project ID: Project Descr: Wood Column Project File: Yamashita Phase 2.ec6 LIC# : KW-06017599, Build:20.24.03.04 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: P1 Maximum Reactions Note: Only non -zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My - End Moments k-ft Mx - End Moments Load Combination @ Base @ Top @ Base @ Top @ Base @ Base @ Top @ Base @ Top +D+0.750L 5.692 +0.60D 1.165 L Only 5.000 Maximum Deflections for Load Combinations Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distance D Only 0.0000 in 0.000ft 0.000 in 0.000ft +D+L 0.0000 in 0.000ft 0.000 in 0.000ft +D+0.750L 0.0000 in 0.000ft 0.000 in 0.000ft +0.60D 0.0000 in 0.000ft 0.000 in 0.000ft L Only 0.0000 in 0.000ft 0.000 in 0.000ft Sketches c 0 LO N LO *Load 2 4 6 3.50 in +X 8IN EM HAREZLAK ■ ENGINEERING General Footing LIC# : KW-06017599, Build:20.24.03.04 DESCRIPTION: F1 Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = (P Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. _ Min Allow % Temp Reinf. _ Min. Overturning Safety Factor = Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = 3.0 ft Length parallel to Z-Z Axis = 3.0 ft Footing Thickness = 12.0 in Project Title: Engineer: Project ID: Project Descr: HAREZLAK ENGINEERING 3.0 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 Soil Design Values Allowable Soil Bearing = Soil Density Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) _ Soil/Concrete Friction Coeff. _ Increases based on footing Depth Footing base depth below soil surface = Allow press. increase per foot of depth = 0.00180 when footing base is below = 1.0:1 1.0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes = No when max. length or width is greater than No Project File: Yamashita Phase 2.ec6 (c) ENERCALC INC 1983-2023 Pedestal dimensions... X px : parallel to X-X Axis = in 4 pz : parallel to Z-Z Axis =_ in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars - 4.0 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4.0 4 4-#4Bars X-X Section Looking to +Z. Z 3'-0" w 1.50 ksf 110.0 pcf No 250.0 pcf 0.30 ft ksf ft ksf ft 4-#4Bars Q cal -- Z-Z Section Looking to +X n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 3.20 8.40 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k HAREZLAK ■ ENGINEERING Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Yamashita Phase 2.ec6 LIC# : KW-06017599, Build:20.24.03.04 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: F1 DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9560 Soil Bearing 1.434 ksf 1.50 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.2060 Z Flexure (+X) 2.160 k-ft/ft 10.486 k-ft/ft +1.20D+1.60L PASS 0.2060 Z Flexure (-X) 2.160 k-ft/ft 10.486 k-ft/ft +1.20D+1.60L PASS 0.2060 X Flexure (+Z) 2.160 k-ft/ft 10.486 k-ft/ft +1.20D+1.60L PASS 0.2060 X Flexure (-Z) 2.160 k-ft/ft 10.486 k-ft/ft +1.20D+1.60L PASS 0.3002 1-way Shear (+X) 13.333 psi 44.418 psi +1.20D+1.60L PASS 0.3002 1-way Shear (-X) 13.333 psi 44.418 psi +1.20D+1.60L PASS 0.3002 1-way Shear (+Z) 13.333 psi 44.418 psi +1.20D+1.60L PASS 0.3002 1-way Shear (-Z) 13.333 psi 44.418 psi +1.20D+1.60L PASS 0.3043 2-way Punching 50.0 psi 164.317 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.50 n/a 0.0 0.5006 0.5006 n/a n/a 0.334 X-X, +D+L 1.50 n/a 0.0 1.434 1.434 n/a n/a 0.956 X-X, +D+0.750L 1.50 n/a 0.0 1.201 1.201 n/a n/a 0.801 X-X, +0.60D 1.50 n/a 0.0 0.3003 0.3003 n/a n/a 0.200 Z-Z, D Only 1.50 0.0 n/a n/a n/a 0.5006 0.5006 0.334 Z-Z, +D+L 1.50 0.0 n/a n/a n/a 1.434 1.434 0.956 Z-Z, +D+0.750L 1.50 0.0 n/a n/a n/a 1.201 1.201 0.801 Z-Z, +0.60D 1.50 0.0 n/a n/a n/a 0.3003 0.3003 0.200 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in12 in12 in^2 k-ft X-X, +1.40D 0.560 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X, +1.40D 0.560 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X, +1.20D+1.60L 2.160 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X, +1.20D+1.60L 2.160 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X, +1.20D+L 1.530 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X, +1.20D+L 1.530 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X, +1.20D 0.480 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X, +1.20D 0.480 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X, +0.90D 0.360 +Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK X-X, +0.90D 0.360 -Z Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK Z-Z, +1.40D 0.560 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK Z-Z, +1.40D 0.560 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK Z-Z, +1.20D+1.60L 2.160 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK Z-Z, +1.20D+1.60L 2.160 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK Z-Z, +1.20D+L 1.530 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK Z-Z, +1.20D+L 1.530 +X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK Z-Z, +1.20D 0.480 -X Bottom 0.2592 ACI 7.6.1.1 0.2667 10.486 OK HAREZLAK ■ ENGINEERING General Footing LIC# : KW-06017599, Build:20.24.03.04 DESCRIPTION: F2 (EXISTING) Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = (P Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. _ Min Allow % Temp Reinf. _ Min. Overturning Safety Factor = Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = 1.333 ft Length parallel to Z-Z Axis = 2.830 ft Footing Thickness = 8.0 in Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis =_ in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars - 3 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 2 Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along X-X Axis # Bars required within zone 64.0 % # Bars required on each side of zone 36.0 % Applied Loads Project Title: Engineer: Project ID: Project Descr: HAREZLAK ENGINEERING 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 Soil Design Values Allowable Soil Bearing = Soil Density Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) _ Soil/Concrete Friction Coeff. _ Increases based on footing Depth Footing base depth below soil surface = Allow press. increase per foot of depth = 0.00180 when footing base is below = 1.0:1 1.0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes = No when max. length or width is greater than No Project File: Yamashita Phase 2.ec6 (c) ENERCALC INC 1983-2023 Z 1.0 ksf 110.0 pcf No 250.0 pcf 0.30 ft ksf ft ksf ft =S— X-X - ars coop Section Looking to +Z Z-Z Section Looking to +X. D Lr L S W E H P : Column Load = 2.60 6.80 k OB : Overburden = ksf M-xx = k-ft M-Zz = k-ft V-x = k V-z = k HAREZLAK ■ ENGINEERING Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Yamashita Phase 2.ec6 LIC# : KW-06017599, Build:20.24.03.04 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: F2 (EXISTING) DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination FAIL 2.588 Soil Bearing 2.588 ksf 1.0 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1819 Z Flexure (+X) 0.8243 k-ft/ft 4.532 k-ft/ft +1.20D+1.60L PASS 0.1819 Z Flexure (-X) 0.8243 k-ft/ft 4.532 k-ft/ft +1.20D+1.60L PASS 0.5921 X Flexure (+Z) 3.715 k-ft/ft 6.275 k-ft/ft +1.20D+1.60L PASS 0.5921 X Flexure (-Z) 3.715 k-ft/ft 6.275 k-ft/ft +1.20D+1.60L PASS 0.3924 1-way Shear (+X) 15.665 psi 39.917 psi +1.20D+1.60L PASS 0.3924 1-way Shear (-X) 15.665 psi 39.917 psi +1.20D+1.60L FAIL 1.043 1-way Shear (+Z) 61.265 psi 58.728 psi +1.20D+1.60L FAIL 1.043 1-way Shear (-Z) 61.265 psi 58.728 psi +1.20D+1.60L PASS 0.8915 2-way Punching 133.728 psi 150.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.0 n/a 0.0 0.7859 0.7859 n/a n/a 0.786 X-X, +D+L 1.0 n/a 0.0 2.588 2.588 n/a n/a 2.588 X-X, +D+0.750L 1.0 n/a 0.0 2.138 2.138 n/a n/a 2.138 X-X, +0.60D 1.0 n/a 0.0 0.4715 0.4715 n/a n/a 0.472 Z-Z, D Only 1.0 0.0 n/a n/a n/a 0.7859 0.7859 0.786 Z-Z, +D+L 1.0 0.0 n/a n/a n/a 2.588 2.588 2.588 Z-Z, +D+0.750L 1.0 0.0 n/a n/a n/a 2.138 2.138 2.138 Z-Z, +0.60D 1.0 0.0 n/a n/a n/a 0.4715 0.4715 0.472 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in12 in12 in^2 k-ft X-X, +1.40D 0.9660 +Z Bottom 0.1728 ACI 7.6.1.1 0.3001 6.275 OK X-X, +1.40D 0.9660 -Z Bottom 0.1728 ACI 7.6.1.1 0.3001 6.275 OK X-X, +1.20D+1.60L 3.715 +Z Bottom 0.1728 ACI 7.6.1.1 0.3001 6.275 OK X-X, +1.20D+1.60L 3.715 -Z Bottom 0.1728 ACI 7.6.1.1 0.3001 6.275 OK X-X, +1.20D+L 2.633 +Z Bottom 0.1728 ACI 7.6.1.1 0.3001 6.275 OK X-X, +1.20D+L 2.633 -Z Bottom 0.1728 ACI 7.6.1.1 0.3001 6.275 OK X-X, +1.20D 0.8280 +Z Bottom 0.1728 ACI 7.6.1.1 0.3001 6.275 OK X-X, +1.20D 0.8280 -Z Bottom 0.1728 ACI 7.6.1.1 0.3001 6.275 OK X-X, +0.90D 0.6210 +Z Bottom 0.1728 ACI 7.6.1.1 0.3001 6.275 OK X-X, +0.90D 0.6210 -Z Bottom 0.1728 ACI 7.6.1.1 0.3001 6.275 OK Z-Z, +1.40D 0.2143 -X Bottom 0.1728 ACI 7.6.1.1 0.2120 4.532 OK Z-Z, +1.40D 0.2143 +X Bottom 0.1728 ACI 7.6.1.1 0.2120 4.532 OK Z-Z, +1.20D+1.60L 0.8243 -X Bottom 0.1728 ACI 7.6.1.1 0.2120 4.532 OK Z-Z, +1.20D+1.60L 0.8243 +X Bottom 0.1728 ACI 7.6.1.1 0.2120 4.532 OK Z-Z, +1.20D+L 0.5841 -X Bottom 0.1728 ACI 7.6.1.1 0.2120 4.532 OK Z-Z, +1.20D+L 0.5841 +X Bottom 0.1728 ACI 7.6.1.1 0.2120 4.532 OK Z-Z, +1.20D 0.1837 -X Bottom 0.1728 ACI 7.6.1.1 0.2120 4.532 OK HAREZLAK ■ ENGINEERING General Footing LIC# : KW-06017599, Build:20.24.03.04 DESCRIPTION: F2 (NEW) Code References Calculations per ACI 318-19, IBC 2021, ASCE 7-16 Load Combinations Used : ASCE 7-16 General Information Material Properties fc : Concrete 28 day strength = fy : Rebar Yield = Ec : Concrete Elastic Modulus = Concrete Density = (P Values Flexure = Shear = Analysis Settings Min Steel % Bending Reinf. _ Min Allow % Temp Reinf. _ Min. Overturning Safety Factor = Min. Sliding Safety Factor = Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis = 2.50 ft Footing Thickness = 10.0 in Project Title: Engineer: Project ID: Project Descr: HAREZLAK ENGINEERING 2.50 ksi 60.0 ksi 3,122.0 ksi 145.0 pcf 0.90 0.750 Pedestal dimensions... px : parallel to X-X Axis = in pz : parallel to Z-Z Axis =_ in Height in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in Reinforcing Bars parallel to X-X Axis Number of Bars - 4 Reinforcing Bar Size = # 4 Bars parallel to Z-Z Axis Number of Bars = 4 4 - # 4 Bars Reinforcing Bar Size = # 4 Bandwidth Distribution Check (ACI 15.4.4.2 Direction Requiring Closer Separation X-X Section Looking to +Z Soil Design Values Allowable Soil Bearing = Soil Density Increase Bearing By Footing Weight = Soil Passive Resistance (for Sliding) _ Soil/Concrete Friction Coeff. _ Increases based on footing Depth Footing base depth below soil surface = Allow press. increase per foot of depth = 0.00180 when footing base is below = 1.0:1 1.0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot of depth Yes = No when max. length or width is greater than No Project File: Yamashita Phase 2.ec6 (c) ENERCALC INC 1983-2023 X Z 2,-6" 1.650 ksf 110.0 pcf No 250.0 pcf 0.30 ft ksf ft ksf ft � 4-#4Bars coo Z-Z Section Looking to +X n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads D Lr L S W E H P : Column Load = 2.60 6.80 k OB : Overburden = ksf M-xx = k-ft M-zz = k-ft V-x = k V-z = k HAREZLAK ■ ENGINEERING Project Title: Engineer: Project ID: Project Descr: General Footing Project File: Yamashita Phase 2.ec6 LIC# : KW-06017599, Build:20.24.03.04 HAREZLAK ENGINEERING (c) ENERCALC INC 1983-2023 DESCRIPTION: F2 (NEW) DESIGN SUMMARY - • Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9848 Soil Bearing 1.625 ksf 1.650 ksf +D+L about Z-Z axis PASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding - X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.1835 Z Flexure (+X) 1.750 k-ft/ft 9.538 k-ft/ft +1.20D+1.60L PASS 0.1835 Z Flexure (-X) 1.750 k-ft/ft 9.538 k-ft/ft +1.20D+1.60L PASS 0.1835 X Flexure (+Z) 1.750 k-ft/ft 9.538 k-ft/ft +1.20D+1.60L PASS 0.1835 X Flexure (-Z) 1.750 k-ft/ft 9.538 k-ft/ft +1.20D+1.60L PASS 0.3842 1-way Shear (+X) 18.0 psi 46.854 psi +1.20D+1.60L PASS 0.3842 1-way Shear (-X) 18.0 psi 46.854 psi +1.20D+1.60L PASS 0.3842 1-way Shear (+Z) 18.0 psi 46.854 psi +1.20D+1.60L PASS 0.3842 1-way Shear (-Z) 18.0 psi 46.854 psi +1.20D+1.60L PASS 0.4488 2-way Punching 67.314 psi 150.0 psi +1.20D+1.60L Detailed Results Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom, -Z Top, +Z Left, -X Right, +X Ratio X-X, D Only 1.650 n/a 0.0 0.5368 0.5368 n/a n/a 0.325 X-X, +D+L 1.650 n/a 0.0 1.625 1.625 n/a n/a 0.985 X-X, +D+0.750L 1.650 n/a 0.0 1.353 1.353 n/a n/a 0.820 X-X, +0.60D 1.650 n/a 0.0 0.3221 0.3221 n/a n/a 0.195 Z-Z, D Only 1.650 0.0 n/a n/a n/a 0.5368 0.5368 0.325 Z-Z, +D+L 1.650 0.0 n/a n/a n/a 1.625 1.625 0.985 Z-Z, +D+0.750L 1.650 0.0 n/a n/a n/a 1.353 1.353 0.820 Z-Z, +0.60D 1.650 0.0 n/a n/a n/a 0.3221 0.3221 0.195 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status Footing Has NO Sliding Footing Flexure Flexure Axis & Load Combination Mu Side Tension As Req'd Gvrn. As Actual As Phi*Mn Status k-ft Surface in12 in12 in^2 k-ft X-X, +1.40D 0.4550 +Z Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK X-X, +1.40D 0.4550 -Z Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK X-X, +1.20D+1.60L 1.750 +Z Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK X-X, +1.20D+1.60L 1.750 -Z Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK X-X, +1.20D+L 1.240 +Z Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK X-X, +1.20D+L 1.240 -Z Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK X-X, +1.20D 0.390 +Z Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK X-X, +1.20D 0.390 -Z Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK X-X, +0.90D 0.2925 +Z Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK X-X, +0.90D 0.2925 -Z Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK Z-Z, +1.40D 0.4550 -X Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK Z-Z, +1.40D 0.4550 +X Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK Z-Z, +1.20D+1.60L 1.750 -X Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK Z-Z, +1.20D+1.60L 1.750 +X Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK Z-Z, +1.20D+L 1.240 -X Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK Z-Z, +1.20D+L 1.240 +X Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK Z-Z, +1.20D 0.390 -X Bottom 0.2160 ACI 7.6.1.1 0.320 9.538 OK WON HAREZLAK ENGINEERING HAREZLAK ENGINEERING YAMASHITA RESIDENCE --LATERAL CALCULATIONS Page 19 of 21 z v m m O r �_ O z m r m D �_ O z m D D r m u 0 m r C_ L n r n Z C c C�m� pm D = __ � � n � � Z � _ Z � �m< mm �m o �m� z �D� m mD � mp � � G G7 �p cn m D z mo � m O D r m u 0 SHEET SHEET TITLE REVISION &DATE � cn C) � � � v, � � °� PROJECT TITLE JURISDICTION SEAL PROFESSIONAL SEAL � � � � � Q �� z � -� � I M ENSIGNS - .... Kristina &Paul Remodel O � ARCH E C T U R E S T U D I O Residential � Demolition -Elevations � o � _ � 23630 97th PI W O W a0 � � PO Box3188 0 Iv � X 0 0 � x Edmonds, WA 98020 � � Edmonds WA 98020 (425) 8279293 W� x � � dimensions@dimensionsarch.com NThese O plans are copyrighted in accordance with federal and slate statutes. Reproduction and alterations by any method of all or any portion of these plans or variations thereof without written permission from DIMENSIONS, INC. is expressly prohibited. NEW WINDOW, SEE PLAN WINDOW REMOVED W REMOVED NEW FOLDING DOOR, SEE PLAN FTAO STRAPPING � � � ABOVE AND BELOW � � � � � � OPENING DECK IN FOREGROUND, � DASHED LINE CS16 STRA ALIGN WITH HD BELOW L CS 16 STRAP TO ALIGN WITH HD BELOW EXISTING HD EXISTING HD CONTRACTOR TO FIELD VERIFY EXISTING STRAPPING AND HOEDOWNS. u BASED ON AMOUNT OF SHEAR WALL PROVIDED VS. EXISTING, NEW CONDITIONS PROVIDE MORE SHEAR WALL CAPACITY. EXISTING SHEAR WALL STRAPS TO BE INSTALLED TO PROVDIE LOAD PATH TO EXISTING HOEDOWNS BELOW. /� O Z� o~ W U - � L � i � (6 � � � � ��N O V Z M Q � � c W X > N � o moo E W m � ��\\ � O N V Z a � � C U W � .� � � ar � Q E J Q W C/� Q FOR REVIEW ONLY z 0 NOT FOR CONSTRUCTION w O J Q W Z O H U_ �_ _ Q� 0 0 r a o 0 0 O N � H o a �/ > � �� y a LL T //�� V J `v � � o t6 T }� � Q � N � d }, � O y U _ ��_//�� •V! � � Z Ny � o � �o ,�XN W � � O �� (� C7 N R � LJJ +� � a �� .� � � o 3 ... rn a�i U �� w �� O R� �> � �� w t� �- Job #: 2023xx-xx Drawn: KJH JRS Checked: JRS Issuance: 3.20.2024 Submittal: 02.28.2023 w Q 0 z O_ �_ w 0 _� W w J w w w w rage ci or ci