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APPROVED BLD2023-1537+Structural_Plans+11.30.2023_11.57.13_AM+3926492z 0 U cn z 0 U 0 w 0 z I PARTIAL ROOF FRAMING PLAN SCALE: 1/4" = 1'-0" The following documentation shall be available on ' site for the building inspector: ector: • Ix I r.nF APPRn\/Fn ARC;HITFr.TI 1RA1 PI AN .qFT F] COE APPROVED STRUCTURAL PLAN SET ' COE REVIEWED CALCULATION PACKET ■ 0 ENERGY CREDIT WORKSHEET ' 0 1 SITE PLAN • ■ 1 CIVIL PLAN ■ ❑ 1 F-1 ■ ■ CITY OF EDMONDS BUILDING DEPARTMENT 2021 1 (E) MFR. COMMON TRUSS © 24" O.C. (E) OVERFRAMING LEGEND — — — INTERIOR BEARING WALL BELOW T- INTERIOR BEARING WALL ABOVE WALL BELOW WALL ABOVE SW# SHEAR WALL INDICATOR (REF SHEAR WALL SCHED) HD HOLDOWN MARK (REF HOLD DOWN SCHED) / ® POST ,E] POST BELOW k HANGER FLUSH FRAMING DROPPED FRAMING PLAN NOTES 1. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 2. CONTRACTOR TO COORDINATE CURBS AND ELECTRICAL AND MECHANICAL FLOOR OPENINGS AND PENETRATIONS WITH ARCHITECTURAL DRAWINGS. 3. ALL WOOD IN CONTACT WITH WEATHER, EXPOSED CONCRETE, OR WITHIN 6" OF FINISHED GRADE SHALL BE PRESSURE -TREATED 4. USE HOT DIPPED GALVANIZED FASTENERS AND ZMAX HARDWARE AT CONNECTIONS TO PRESSURE TREATED LUMBER. 5. ALL HARDWARE SHALL BE BY SIMPSON STRONGTIE 6. TEMPORARY SHORING PER CONTRACTOR 7. NEW HEADERS, POSTS, & BLOCKING SHALL BE HF # 2 8. STEEL BEAM SHALL BE 50KSI 9. WELDING ELECTRODES SHALL BE E70XX, 70 KSI, LOW HYDROGEN, TYPICAL 10. ROOF FRAMING CONSISTS OF PRESS PLATED COMMON TRUSSES WHICH ARE SUPPORTED ON EXTERIOR WALLS. INTERIOR WALLS PROPOSED FOR DEMOLITION (NOT SHOWN) ARE ARE THEREFORE NON BEARING AND MAY BE REMOVED WITHOUT SUPPLEMENTARY STRUCTURAL SUPPORT. BLD2023-1537 RECEIVED Dec 01 2023 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT z 0 �n w ry w Q 0 V J z L -J N o LLJ z Q J a-00 W z Q 8� za j0 = Q CD z w z LLJ z CD 0 z o w C0o 11 C0 N O 00 � W � O z w � U � � z O Z W � Q 0 � w (� U/ Z W w < n o n � Q w � U � U O 0 00 CHK BY: DRW BY: L2E L2E SCALE: AS SHOWN BAR = 1" FULL SIZE I DATE: 1 1 /30/2023 1 lL�7C��[��►�rQ1f� SHEET: 1 OF 2 DWG NO: S 1 ROOF SHEAT"'"in 2X BLOC OVERHANG FRF (N) SOLID WOOD WEB BLOC OUTSIDE FACE (N) STEEL B (N) 1/2" 0 THRU-BOLTS (N) (2) 1 /4" 0 X 3 (N) PL 1 CENTER[ (N) P( (E) RnnF-- DDR DI ANI ADD / VERIFY HEADER PER PLAN ADD / VERIFY ( z 0 U ry v� z 0 C) ry 0 w 0 z I w U w U D ETAI L 1 SCALE: 3/4"=1'-0" (N) STEEL HEADER IN (E) WALL - ELEVATION 3LE TOP PLATE )S 26" LENGTH OF CS14 EQUAL LENGTH APPLIED TO 3LE TOP PLATE & WEB BLOCKING ALL NAIL HOLES W/ X 2 1 /2" NAILS 2X6 KING STUD FASTENED TO F W/ 16D @ 12" O.C. DOUBLE TOP PLATE STUDS PER GSN ) 16D MIN KING STUD TO HEADER (N) STEEL BEAM PER PLAN (N) BOLT PER 1 /S300 FURR OUT DRYWALL AROUND FLANGES (N) PLATE & FASTENERS PER 1 /S300 (N) POST PER PLAN --I, � Qs D ETAILCALE: 3/4"-1'-0" (N) STEEL HEADER IN (E) WALL - SECTION ROOF SHEATHING (N) A35 @ 32" O.C. BILK TO TOP FLANGE FASTEN TO STEEL W/ #8 SCREWS 2X BLOCKING (N) SOLID WOOD WEB BLOCKING OUTSIDE FACE ONLY (N) POST P BOTTO (N) SOLID WOOD BLOCKING If CAVITY W/ GRAIN ORIENTED VE FLOOR I CON D ETAI L 3 SCALE: DESC RIM W Q C J z W N CD LLJ z Q J w 00 W z Q � z c = 00 Q CD o z w z W z c z o w o � 11/30/2023 Q w o � U z Q z O DETAIL Lw w 0 4 SCALE: 3/4"=1'-0" W (N) WOOD HEADER IN (E) WALL (� w > Q n- n Q w U » U n O 1 CHK BY: DRW BY: L2E I L2E SCALE: AS SHOWN BAR = 1" FULL SIZE DATE: 1 1 /30/2023 1 SHEET: 2 OF 2 DWG NO: S 2 L2 ENGINEERS, LLC 17848 NE 198th Place Woodinville, WA 98072 STRUCTURAL CALCULATIONS Spratt Residence 8706 Olympic View Drive Edmonds, WA 98026 Kevin Spratt Project # 20-070 11/30/2023 L L2 Engineers, LLC 1 17848 NE 198th Place, Woodinville, WA 98072 1 206-251-2346 z O U ry cn z O U ry O w O z I w C0 U w U GRAVITY FRAMING KEY PLAN (/� N LL z w N LIJ z Q w o 00 W z Q � z = 0 Q � o wi 4 z z Q w � (E) OVERHANG S2 W z z _ cn 0 o O STRUCTURAL SCOPE OF WORK n rnl—I AI — II I I r A nrn rnn — InlAln nnnn w /'/\ w 0O O (E) MFR. COMMON TRUSS © 24" O.C. (E) OVERFRAMING PLAN NOTES 1. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 2. CONTRACTOR TO COORDINATE CURBS AND ELECTRICAL AND MECHANICAL FLOOR OPENINGS AND PENETRATIONS WITH ARCHITECTURAL DRAWINGS. 3. ALL WOOD IN CONTACT WITH WEATHER, EXPOSED CONCRETE, OR WITHIN 6" OF FINISHED GRADE SHALL BE PRESSURE -TREATED 4. USE HOT DIPPED GALVANIZED FASTENERS AND ZMAX HARDWARE AT CONNECTIONS TO PRESSURE TREATED LUMBER. 5. ALL HARDWARE SHALL BE BY SIMPSON STRONGTIE 6. TEMPORARY SHORING PER CONTRACTOR 7. NEW POSTS & BLOCKING SHALL BE HF # 2 8. STEEL BEAM SHALL BE 50KSI 9. WELDING ELECTRODES SHALL BE E70XX, 70 KSI, LOW HYDROGEN, TYPICAL Al 10. R OF FRAMING CO SIS S OF P E S U ED COM ON TR SS S W ICH ARE SUP OR ED ON EXTERIOR WALLS. INTERIOR WALLS PROPOSED FOR DEMOLITION (NOT SHOWN) ARE ARE THEREFORE NON BEARING AND MAY BE REMOVED WITHOUT SUPPLEMENTARY STRUCTURAL SUPPORT. I w z w O U cf) Q w Q z o O cl- z c~� =D O o w cn cn w w z O N N O O L'J CD CD Q 00 00 o O O 11/30/2023 Q0 N O 00 � w � O PARTIAL ROOF FRAMING PLAN SCALE: 1/4" = 1'-O" U 0 z z o z w � Q o� w cn w w Q n o n � � w � Q (� U n U o � uo u� 0 00 CHK BY: DRW BY: L2E L2E SCALE: AS SHOWN BAR = 1" FULL SIZE DATE: 1 1 /30/2023 1 lL�7C��[��►�rQ1f� SHEET: 1 OF 2 DWG NO: S 1 12 L2 Engineers LLC 17848 NE 198th Place Steel Beam LIC# : KW-06016908, Build:21 DESCRIPTION: 131 CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis: Major Axis Bending W 10x30 Span = 15.083 ft Project File: Spratt.ec6 Fy : Steel Yield : 46.0 ksi E: Modulus : 29,000.0 ksi 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, S = 0.0250 ksf, Tributary Width = 16.875 ft, (Roof) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Ma: Applied Mn / Omega: Allowable Load Combination Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Vertical Reactions Load Combination Max Upward from all Load Conditions Max Upward from Load Combinations Max Upward from Load Cases D Only +D+S +D+0.750S +0.60D S Only 0.228 : 1 Maximum Shear Stress Ratio = W10x30 Section used for this span 19.196 k-ft Va : Applied 84.012 k-ft Vn/Omega : Allowable +D+S Load Combination Location of maximum on span Span # 1 Span # where maximum occurs 0.100 in Ratio = 1,807 > 600. Span: 1 : S Only 0 in Ratio = 0 <600.0 n/a 0.160 in Ratio = 1130 >=600. Span: 1 : +D+S 0 in Ratio = 0 <600.0 n/a Support notation : Far left is # Support 1 Support 2 5.091 5.091 5.091 5.091 3.182 3.182 1.909 1.909 5.091 5.091 4.295 4.295 1.145 1.145 3.182 3.182 Values in KIPS 0.088 : 1 W10x30 5.091 k 57.960 k +D+S 0.000 ft Span # 1 12 L2 Engineers LLC 17848 NE 198th Place Wood Column Project File: Spratt.ec6 LIC# : KW-06016908, Build:20.23.05.25 L2 Engineers (c) ENERCALC INC 1983-2023 DESCRIPTION: C1 Code References Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Analysis Method Allowable Stress Design Wood Section Name End Fixities Top & Bottom Pinned Wood Grading/Manuf. Overall Column Height 7.666 ft Wood Member Type ( Used for non -slender calculations) Exact Width Wood Species Hem -Fir Exact Depth Wood Grade No.2 Fb + 850 psi Fv 150 psi Area Ix Fb - 850 psi Ft 525 psi y Fc - PrII 1300 psi Density 26.84 pcf Fc - Perp 405 psi E : Modulus of Elasticity ... x-x Bending y-y Bending Basic 1300 1300 Minimum 470 470 Axial 1300 ksi 4x6 Graded Lumber Sawn 3.50 in Allow Stress Modification Factors 5.50 in Cf or Cv for Bending 1.30 19.250 in^2 Cf or Cv for Compressioi 1.10 48.526 in^4 Cf or Cv for Tension 1.30 19.651 inA4 Cm : Wet Use Factor 1.0 Ct : Temperature Fact 1.0 Cfu : Flat Use Factor 1.0 Kf : Built-up columns 1.0 Use Cr : Repetitive ? No Column Buckling Condition: ABOUT X-X Axis: Lux = 7.666 ft, Kx = 1.0 Fully braced against buckling ABOUT Y-Y Axis Applied Loads Service loads entered. Load Factors will be applied for calculations. Column self weight included : 27.506 Ibs * Dead Load Factor AXIAL LOADS ... Axial Load at 7.666 ft, D = 1.909, S = 3.182 k DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = 0.2575 : 1 Maximum SERVICE Lateral Load Reactions. . Load Combination +D+S Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Governing NDS Forumla Comp Only, fc/Fc' Top along X-� 0.0 k Bottom along X-X 0.0 k Location of max.above base 0.0 ft Maximum SERVICE Load Lateral Deflections ... At maximum location values are . Along Y-Y 0.0 in at 0.0 ft above base Applied Axial 5.119 k for load combination : n/a Applied Mx 0.0 k-ft Applied My 0.0 k-ft Along X-X 0.0 in at 0.0 ft above base Fc: Allowable 1,032.55 psi for load combination : n/a Other Factors used to calculate allowable stresses ... PASS Maximum Shear Stress Ratio = 0.0 : 1 Bendina Compression Tension Load Combination +0.60D Location of max.above base 7.666 ft Applied Design Shear 0.0 psi Allowable Shear 240.0 psi 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 Only 1.937 +D+S 5.119 +D+0.750S 4.323 +0.60D 1.162 S Only 3.182 12 L2 Engineers LLC 17848 NE 198th Place Wood Beam LIC# : KW-06016908, Build:21 DESCRIPTION: B2 CODE REFERENCES Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: IBC 2021 Material Properties Analysis Method : Allowable Stress Design Load Combination IBC 2021 Wood Species Hem -Fir Wood Grade No.2 Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Fb + Fb - Fc - Prll Fc - Perp Fv Ft D(0.2475)S(0.4125) 4x8 Span = 6.0 ft 850 psi 850 psi 1300 psi 405 psi 150 psi 525 psi Project File: Spratt.ec6 E : Modulus of Elasticity Ebend-xx 1300ksi Eminbend - xx 470ksi Density 26.84pcf 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, S = 0.0250 ksf, Tributary Width = 16.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.9151 1 Maximum Shear Stress Ratio Section used for this span 4x8 Section used for this span fb: Actual = 1,162.37 psi fv: Actual F'b = 1,270.75psi F'v Load Combination +D+S Load Combination Location of maximum on span = 3.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.084 in Ratio = 859 > 360 Span: 1 : S Only Max Upward Transient Deflection 0 in Ratio = 0 <360 n/a Max Downward Total Deflection 0.134 in Ratio = 537 —180 Span: 1 : +D+S Max Upward Total Deflection 0 in Ratio = 0 <180 n/a Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Max Upward from all Load Conditions 1.980 1.980 Max Upward from Load Combinations 1.980 1.980 Max Upward from Load Cases 1.238 1.238 D Only 0.743 0.743 +D+S 1.980 1.980 +D+0.750S 1.671 1.671 +0.60D 0.446 0.446 S Only 1.238 1.238 7PRInn C = 0.545 :1 4x8 = 93.98 psi 172.50 psi +D+S = 0.000 ft = Span # 1 Values in KIPS