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REVIEWED BLD BLD2024-0343+Structural_Calculations+3.14.2024_7.11.00_PM+4135467CJR Engineering Civil - Structural Engineering Comprehensive Project Management 14602 15th PL W Lynnwood WA 98087 RECEIVED Mar 15 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2024-0343 Phone (425) 269-5204 Fax (425) 671-0003 JOB No. 036906 REVIEWED BY CITY OF EDMONDS STRUCTURAL CALCULATIONS FOR THE BUTLER RESIDENCE 731 Northstream Ln Edmonds, WA 98020 PREPARED FOR: LINWOOD HOMES DRAWINGS BY: LINWOOD HOMES March 12, 2024 P'7�0S J. Ross! Gyti ; � WA3I� vi J i9133(, �Off, ��CISTER� �SIONAL © Copyright 2024 by CJR Engineering 12/24 CJR Engineering March 12, 2024 Job No. 036906 Butler Residence STRUCTURAL DESIGN CRITERIA DESIGN CODE: • International Residential Code 2018 (IRC-2018) WIND: • Basic Wind Speed: 110 MPH • Wind Exposure C The wind forces calculated based on these pressures were multiplied by 0.60 to adjust for allowable stress design SEISMIC: • Risk Category I I per ASCE 7-16 • Seismic Importance Factor: 1.0 • Design Spectral Response Acceleration Ss = 1.294 • Site Class D • Design Spectral Response Acceleration SDs = 1.034 • Seismic Design Category D • Basic Seismic Force Resisting System: Bearing Walls, Light -Framed Wood Walls Sheathed with Wood Structural Panels per ASCE 7-16 • Design Base Shear: V = 10.67 K • Seismic Response Coefficient CS = 0.207 • Response Modification Coefficient R = 6.5 • Analysis Procedure Used: Simplified Alternative Structural Design GRAVITY: Roof Snow Load: 25 PSF Floor Live Load: 40 PSF Deck Live Load: 60 PSF Soil Bearing Capacity: 1,500 PSF Page 3 CJR Engineering Job No. 036906 Shearwall Schedule March 12, 2024 Butler Residence One side sheathed with 15/32" plywood or 7/16" OSB, 8d nails @ 6" o/c at all plywood panel edges, 12" o/c in field. Where indicated on plans, where installed over timber framing, install MSTC28 holdowns at each panel end attached to (2) 2x with (12) 0.148x3-1/4 nails, MSTC40 holdowns at each panel end attached to (2) 2x with (28) 0.148x3-1/4 nails or HDU2-SDS2.5 holdowns at each panel end attached to (2) 2x with (6) SDS1/4x2-1/2 screws (per plan). Where installed over concrete, install LSTHD8 holdowns at each panel end attached to (2) 2x with (16) 0.148x3-1/4 nails, STHD10 holdowns at each panel end attached to (2) 2x with (20) 0.148x3-1/4 nails, or STHD14 holdowns at each panel end attached to (2) 2x with (24) 0.148x3-1/4 nails (per plan). Top and bottom plate nailing: (2) 16d @ 12" on centers. For walls supported on concrete foundation, install 5/8" anchor bolts at 48" on centers except for walls on line "D" (front of garage) that require spacing at 36" o.c. 2. One side sheathed with 15/32" plywood or 7/16" OSB, 8d nails @ 4" o/c at all plywood panel edges, 12" o/c in field. Where indicated on plans, where installed over timber framing, install HDU2-SDS2.5 holdowns at each panel end attached to (2) 2x with (6) SDS1/4x2-1/2 screws (per plan). Top and bottom plate nailing: (2) 16d @ 9" on centers. Notes: 1. WHERE STHD OR LSTHD HOLDOWN STRAPS ARE INSTALLED TO CONCRETE OVER ATIMBER RIM JOIST OR FRAMING, INSTALL THE "RX VARIANT OF THE HOLDOWN STRAP. 2. WHERE AN HDU HOLDOWN IS INSTALLED ON A WALL OVER ANOTHER WALL IN THE STORY BELOW, INSTALLAN INVERTED HDU HOLDOWN OF SAME SIZE ON THE TOP PART OF THE STUDS OF THE WALL BELOW, AND ATTACH BOTH HOLDOWNS WITH A 5/8" ALL -THREAD ROD DRILLING A HOLE THROUGH THE FRAMING BETWEEN WALLS. 3. All holdowns listed shall apply unless noted otherwise in the reduced plan views. 4. For existing walls identified as shearwalls, verify that holdowns of equivalent strength are in place or retrofit per shearwall type hereon. Verify that sheathing nailing spacing matches as described hereon or install additional nails to match. Page 3 'I-, LL—. TYPICAL RAFTER OVERHANG scale i i /'-' - I - a, - P,00f OUTRIGGERS SCALE: I 112" — I' 0- ,-T LOWER R00f DETAIL IGAff: I I /2- — l'O" PROPOSED SHED KOC)f PL —1: 1/4" = 1 .' Nom 11 IAI E., — E —WINe R—kS—H—,6631NO—REACHkb,EbM =80,WERE USE—SBAC—OUN—ANNOTA—STRELA �INFORW— SHOWN TN THIS SHEE ;Z EE�.ES� "OI'MA,­ . B, PAR—Y, ArTZ5E ==LZB�FW=NCT BE uEE BE R L. = A' A.'ITEIAS ILE' S`HE 'o.S_ THE LATERAL HOL—S, KU — AWHOM, —) AND OTHER SMU—BAL 5 s I Ao — CJR ENGINEERING 0 @49133 'J913oz AL F. (25)671-3 jR E_Ij ..@_B .I" RiNc 5-6 IN _ SREET WAS _ABED BV UE_5I aoMN ° P E°Ii `NN"a[NEE IN&. N ve ewAs r�o eD6WEaE usED 5SAC"kXo D FM ANNoranusl"EH'aTEaaL Laao425J A� NC st B FORMAMNSHOWN IN THISSHEET,aNDASA EQlnlEDIAIl= EElATZa lLNIAI[NIHIAkl [aN,-MEDFTHE �o RSZy 2 Qa 3n2a+ xo o � � Hau NOTE BE OSEDEN sas A RE CAa F�, �ISSP., yTJ — FoS THEED LXausxNa sHEEru[rsHau BE us auo([LE. sHEaaE oFUFNT OLr F s'SIONAL e�G _ � 3 HOLDOWNs, SILL HATE ANCHoas, ETC) AND OTHEa Smu RAL DETAns SHOWN. m C CJR ENGINEERING ^.0 CNIL-STRHCTNRAL ENGINEERING A zNl o ®I6" O.c. Lym Ph. e� ({26) 26Dsaea FA.('25' 671_3 Email: ink�gnn0�m DFL#2 inrA P_ waLL F #2 2DF-L 2 JOIST HANGER o SCALE: I I/2'— I'O' R p9 inranCu m wnu. m {Xl DF #2 LL.I U a W o FRoroSEo URER ou! IOE WPLL LINE C - sisErelrvewlF�ao6.ioisis is ¢isiirv[: Fitarz iaisTs � � � al,,lN 26uj I-� �_�.�_----------- o w IJ— � o m z 1B 2 = g z 17 „ 5 5-5 NOTE STRUCTURAL ENGINEERING DETAILS AND INFORMATION FOR LATERALLOAD SHOWN IN THIS SHEET WAS PREPARED BY O.EMENS T. ROSSOU., RE,, CTR ENGINEERING, DRAWINGS BY KEARC EY HOMES INC, 6631 NORMA BEACH DO, EDMONDS WA, (425) 47-35C, WERE USED AS BACKGROUND FOR ANNOTATING THE LATERAL LOAD STRIA FORMATION SHOWNINTHISSHEET,ANDASA ONSEQUENCE OF ADDIN6 THE LATERAL LOAD MFOIRMATION, SOME OF THE MFORMATION IN THE ORIGINAL DRAWINGS MAY HAVE BEEN ERASED TOTALLY OR PARTIALLY, AND THIS STRUCTURAL DRA WING SHALL NOT BE USED AS A REPLACEMENT FOR THE ORIGINAL SHEEP IT SHALL BE USED ONLY FOR THE PURPOSE OF INSTALLING ITEMS(E.E. SHEARW—,N-ACEMENT OF HOEDOWNS, Sll1 P1ATE ANCHgRS, ETC.) AND OTHER STRUCTURAL DETAILS SHOWN. LfGEND r� SHEARWALL TYPE, SEE SHEARWALL SCHEDULE (LZL)JTH2+DB HOLDOWN MODELANDMINSTUDSREQUIRED,SEE DOWN SCHEDUI£ OHEARWAU.G LINE FOR REFERENCE Shearwall Schedule 1. One side sheathed with 15/32" plywood or 7/16' OSB, 8d nails @ 6" o/c at all plywood panel edges, 12" o/c in field. Where indicated on plans, where installed over timber framing, install MSTC28 holdowns at each panel end attached to (2) 2x with (12) 0.148x3-1/4 nails, MSTC40 holdowns at each panel end attached to (2) 2x with (28) 0.148x3-1/4 nails or HD12-SDS2.5 holdowns at each panel end attached to (2) 2x with (6) SD31/4x2-1/2 screws (per plan). Where installed over concrete, install LSTHD8 holdowns at each panel end attached to (2) 2x with (16) 0.148x3-1/4 nails, STHD10 holdowns at each panel end attached to (2) 2x with (20) 0.148x3-1/4 nails, or STHD14 holdowns at each panel end attached to (2) 2x with (24) 0.148x3-1/4 nails (per plan). Top and bottom plate nailing: (2) 16d @ 12" on centers. For walls supported on concrete foundation, install 5/8" anchor bolts at 48" on centers except for walls on line "D" (front of garage) that require spacing at 36" o.c. 2. One side sheathed with 15132" plywood or 7/16" OSB, Bd nails @ 4" o/c at all plywood panel edges, 12" o/c in field. Where indicated on plans, where installed over timber framing, install HD12-SDS2.5 holdowns at each panel end attached to (2) 2x with (6) SDS114x2-1/2 screws (per plan). Top and bottom plate nailing: (2) 16d @ 9" on centers. O HDV2 52. 3 (2] 2xsD -------------- C w 41 rva" ee°Room ----------------- G-314.1524 -V4or, opT'awl WS%24 FYC50 K5I ST:FL MSTC28 HDV2-sD525 1212x °� (z) 2x MSTcze Fwo mE eEww -- -- e m u -- - -------v ,----------- PROPOSED UPPER FLOOR PLAN SCALE: 1 /4" = I' O" r_7crNl I LL l U i f l 1 EtdS I. ROss GV4lf�pF wnsryaQ� T3EW / 4� AIONAL?%� C CJR ENGINEERING GIVIISTRUGTURAL ENGINEERING Lynnwootl WAR808T ^ az61)I R-Goo3 Email: 1 b�cpenB53m----------------------------- 0 m LL.I m 77 < LU o C w L a W H � o Z g R/ 0 0 u- LL R/ w (L D n Ll -I to 0 5-4 NOTE: ST 1-1—NEERINS DETA➢.S AND INFORMATION FOR LATERAL WAD SHOWN IN THIS SHEET WAS PREPARED BY CLEMENS J. ROSSEU, RE. CJR ENSINEERINS DRAWINE5 BY KEARS EV HOMES INC. 6631 NORMA BEACH RD, EDMONDS WA, (425) -63BB, WERE USED AS BACCBRCUND FOR ANNOTATIVE THE LATERAL LOAD oTHAoA�OnNTHIS �A Npu NCEOF ELADrvFnoNsomEO INFORMATION IN THE QRDSONAL DRAWINGS MAY HAVE BEEN ERASED TOTALLY OR TEME(I.E. SHEARWAL.,PLACEMENTA 116 HOLbOWNE, -RR-ATE ANCHORS, ETc.7 AND OTHER STRUC-RAL DETAILS SHOWN. tiensE awcKer sT TYPICAL POST FOOTING k SCALE: 1 1 /2" = I' O' ronoM OF Fool NG oeEioW ioFof coNCRErE ❑1 ❑ V /y04 wA �NC\�f 3/12/24 Ado\Rd 29133 v O h wit s'SIONALB�G L z�vd G CJR ENGINEERING JEJVIL-STRUCTURAL ENGINEERING @ Stl PLW mem(625) 269-5204 F x: KS)B]1. E-1: Inb�c}eng.mm ^.0 q AooRIVN W U 3 z W � � o w Iu W O n 5-2 LEGEND SHE"RWALL rPE,IEEIHE"RWALLSCHI-1E Shearwall Schedule DB (2)1x HOLD NSTUDE REQUIRED, SEE O\ owN.,cHEDw.E ❑, One side sheathed with 15132" plywood or 7/16" OSB, 8d nails @ 6" o/c at all plywood panel 2 sHFEARWA-1-INE...PENCE edges, 12" o/c in field. Where indicated on plans, where installed over timber framing, install EARWALLPANEL WHERE MSTC28 holdowns at each panel end attached to (2) 2x with (12) 0.148x3-1/4 nails, SMA.Ea THAN WALLUEEN- MSTC40 holdowns at each panel end attached to (2) 2x with (28) 0.148x3-1/4 nails or HDU2-SDS2.5 holdowns at each panel end attached to (2) 2x with (6) SDS1/4x2-1/2 screws (per plan). Where installed over concrete, install LSTHD8 holdowns at each panel end attached to (2) 2x with (16) 0.148x3-1/4 nails, STHD10 holdowns at each panel end attached to (2) 2x with (20) 0.148x3-1/4 nails, or STHD14 holdowns at each panel end STRUCTURAL DESIGN CRITERIA attached to (2) 2x with (24) 0.148x3-1/4 nails (per plan). Top and bottom plate nailing: (2) 16d @ 12" on centers. For walls supported on concrete foundation, install 5/8" anchor bolts DESIGN CODE: at 48" on centers except for walls on line "D" (front of garage) that require spacing at 36" o.c. International Residential Cade 2018 (IRC-2018) One side sheathed with 15/32" plywood or 7/16" OSB, 8d nails @ 4" o/c at all plywood panel edges, 12" o/c in field. Where indicated on plans, where installed over timber framing, install WIND: HDU2-SDS2.5 holdowns at each panel end attached to (2) 2x With (6) SDS1/4x2-1/2 screws Basic Wind Speed: 110 MPH (per plan). Top and bottom plate nailing: (2) 16d @ 9" on centers. Wind Exposure C The wind forces calculated based on these pressures were multiplied by 0.60 to adjust for allowable stress design SEISMIC: • Risk Category II per ASCE 7-16 Notes: • Seismic Importance Factor: 1.0 • Design Spectral Response Acceleration Ss = 1.294 1. WHERE STHD OR LSTHD HOLDOWN STRAPS ARE INSTALLED TO CONCRETE • site class D OVER ATIMBER RIM JOIST OR FRAMING, INSTALL THE "RJ" VARIANT OF THE Design Spectral Response acceleration SDI = 1.034 HOLDOWN STRAP. • Seismic Design Category D • Basic Seismic Force Resisting System: Bearing Walls, 2. WHERE AN HDU HOLDOWN IS INSTALLED ON A WALL OVER ANOTHER WALL Light -Framed Wood Walls sheathed with Wood structural Panels per S IN THE STORY BELOW, INSTALLAN INVERTED HDU HOLDOWN OF SAME SIZE • = Design BaseShear V 10.67 K ON THE TOP PART OF THE STUDS OF THE WALL BELOW, AND ATTACH BOTH • Seismic Response Coefficient CS=0.207 HOLDOWNS WITH A 5/8"ALL-TH READ ROD DRILLING A HOLE TH ROUGH TH E • FRAMING BETWEEN WALLS. Response Modification Coefficient R = 6.5 • Analysis Procedure Used: Simplified Alternative Structural 3. All holdowns listed shall apply unless noted otherwise in the reduced plan views. Design GRAVITY: 4. For existing walls identified as shearwalls, verify that holdowns of equivalent strength are in place or retrofit per shearwall type hereon. Verify that sheathing nailing Roof Snow Load: 25 PSF spacing matches as described hereon or install additional nails to match. Floor Live Load: 40 PSF Deck Live Load: 60 P5F Soil Bearing Capacity: 1,500 PSF NOTE. STRUCTURAL ENGINEERING DETAILS AND INFORMATION FOR LATERAL LOAD SHOWN IN THIS SHEET WAS PREPARED BY CLEMEN5 S. R055ELL, P.E., CSR ENGINEERING. DRAWINGS BY KEARSLEY HOMES INC, 6631 NORMA REACH RD. EDMONDS WA, (425) 478-6380, WERE USED AS BACKGROUND FOR ANNOTATING THE LATERAL LOAD STRUCTURAL DETAIL5 AND INFORMATION SHOWN EN THIS SHEET, AND AS A CONSEQUENCE OF ADDING THE LATERAL LOAD INFORMATION, SOME OF THE INFORMATION IN THE ORI—AL DRAWING5 MAY HAVE BEEN ERASED TOTALLY OR PARTIALLY, AND THIS STRUCTURAL DRAWQJG SHALL NOT BE USED AS A REPLACEMENT FOR THE ORIGINAL SHEET. IT SHALL BE USED ONLY FOR PURPOSETHE OF INSTALLING AND CONSTRUCTING THE LATERAL LOAD ITEMS (I.E. SHEARWALLS, PLACEMENT OF HOLDOWN5, SILL PLATE ANCHORS, ETC) AND OTHER STRUCTURAL DETAIS SHOWN. STRUC URAL DETAIL5 FROM THE DRAWINGS BY KEAR51- HOMES INC. SHOWN HEREON AND NOT MODIFIED (FOOTINGS, HEADERS, BEAMS, ETC.) HAVE BEEN EVALUATED BY CLEMEN5 J. RUSSELL, P.E. AND FOUND TO BE ADEQUATE FOR THE INTENDED PURPQSE. �3iS J. $OSS c.�/goF wnsg4ypFtr T 29133 'qa 3/12/24 SSIONA6C tl � a W W R B. Z 3�M W U L W J o W � b No rz R JOO j DATE: MAR 12, 2024 BUTLER RESIDENCE JOB No. OM06 os.,.1 CJR Engineering Prepared for March 12, 2024 Job No. 036906 Robin Kearsley Homes Butler Residence Seismic Force Analvsis Diaphragm W R Fa Ss Sms Sds v (K) (K) Roof 15.16 3.14 Floor 36.38 7.53 Total 51.54 6.00 1.20 1.294 1.553 1.035 10.67 Diaphragm Buildinq Dimensions Distributed Load Width Length Area Short Long (ft) (ft) (sf0 (plf) (plf) Roof 42.00 26.00 1,092 120.75 74.75 Floor 60.00 37.00 2,220 203.57 125.54 Diaphragm Design Forces Letters Numbers Roof 84.53 52.33 Note: Design forces are the seismic forces multiplied by 0.70 Roof Snow Load Ground Cs Ce Ct Is pf Ps Use Snow Load Roof ps (psf) 30 1.00 0.90 1.00 1.00 19 19 25 Page 1 CJR Engineering Prepared for March 12, 2024 Job No. 036906 Robin Kearsley Homes Butler Residence Wind Pressure Calculations for Main Structural Frame Building Dimensions Main Body Legs Height Width Length Width Length (ft) 14 42.00 26.00 Wind Importance Exposure Height/ Speed Factor Category Exposure V Iw Coefficient (MPH) B D 110 1 C 1.29 A C Roof P net 30 per Table 1609.6.2.1 (2) Adiusted Design Wind Pressures Angle Zone A Zone B Zone C Zone D Zone A Zone B Zone C Zone D (degrees) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) 5 19.20 (10.00) 12.70 (5.90) 24.77 (12.90) 16.38 (7.61) 10 21.60 (9.00) 14.40 (5.20) 27.86 (11.61) 18.58 (6.71) 15 24.10 (8.00) 16.00 (4.60) 31.09 (10.32) 20.64 (5.93) 20 26.60 (7.00) 17.70 (3.90) 34.31 (9.03) 22.83 (5.03) 25 24.10 3.90 17.40 4.00 31.09 5.03 22.45 5.16 26 23.60 6.08 17.36 5.56 30.44 7.84 22.39 7.17 30 21.60 14.80 17.20 11.80 27.86 19.09 22.19 15.22 Values for angle = 26 degrees are interpolated Distance from Corners for Zones A & B: Main Body 10% L min 0.40 h Governs 4% L min (ft) (ft) (ft) (ft) 2.60 5.60 2.60 1.04 Wings 10% L min 0.40 h (ft) (ft) - 5.60 Governs 4% L min (ft) (ft) „a„ Min from Corner (ft) (ft) 3.00 3.00 „a„ Min from Corner (ft) (ft) 3.00 3.00 2a 2a . UR Page 2 CJR Engineering Prepared for March 12, 2024 Job No. 036906 Robin Kearsley Homes Butler Residence Wind Load at Diaphraam: Roof Diaphragm Corner Zone Corner Center Total Diaphragm Corners Center A Height B Height Load Load Load Load L L A + B C + D (ft) (ft) (ft) W W (plf) 12.00 14.00 7.00 8.00 3,310 2,998 6,308.20 242.62 Floor Diaphragm Corner Zone Corner Center Total Diaphragm Corners Center A Height B Height Load Load Load Load L L A + B C + D (ft) (ft) (ft) W W (plf) 12.00 14.00 9.00 3,288 2,822 6,109.65 234.99 Governing Lateral Load: Diaphragm Wind Seismic Governs Story Height Width Area Force Force Force (ft) (ft) (plf) (plf) (plf) Main 11.00 1.00 11.00 Roof Numbers 145.57 52.33 145.57 Letters 145.57 84.53 145.57 Basement 9.00 1.00 9.00 Floor Numbers 140.99 52.33 140.99 Letters 140.99 84.53 140.99 Wind forces have been multiplied by 0.60 to use Allowable Stress Design Page 3 CJR Engineering Prepared for March 12, 2024 Job No. 036906 Robin Kearsley Homes Butler Residence LINE LOADS UNIT LINE WALL TRIBUTARY LENGTH Holdown LINE LOAD SHEAR SHEAR (#) NUMBER NUMBER WIDTH (FEET) (FEET) Tension (#) (PLF) Upper Story Walls B 11.00 1,601 16.00 100 B-1 4.00 400 866 B-2 4.00 400 866 B-3 4.00 400 866 B-4 4.00 400 866 D 19.50 2,839 8.50 334 D-1 5.50 1,837 2,826 D-2 3.00 1,002 2,969 3 21.00 3,057 8.50 360 3-1 5.50 1,978 3,043 3-2 3.00 1,079 3,197 4 10.50 1,529 8.00 191 4-1 8.00 1,529 1,588 Page 4 CJR Engineering Prepared for March 12, 2024 Job No. 036906 Robin Kearsley Homes Butler Residence WALL DESIGN NUMBER OF NAIL CALC LINE SHEATHING NAIL ALLOWABLE MINIMUM SIDES SPACING UNIT NUMBER MATERIAL SIZE SHEAR STUD SIZE SHEATHED (INCHES) SHEAR Species Spruce Fir / Larch Specific Adjstment Gravity Factor 0.42 0.92 Note: The following values are base on 7/16" OSB or 1 /2" Plyd Upper Story Thickness (in) 7/16 B 7/16" OSB 1 8d 6 309 100 2x D 7/16" OSB 1 8d 6 309 334 2x 3 7/16" OSB 1 8d 4 451 360 2x 4 7/16" OSB 1 8d 6 309 191 2x Page 5 CJR Engineering Prepared for March 12, 2024 Job No. 036906 Robin Kearsley Homes Butler Residence HOEDOWNS CALC LINE WALL ALLOWABLE MODEL MIN STUD TENSION NAILS REQ'D NUMBER NUMBER TENSION (#) NUMBER REQUIRED Upper Story B B-1 866 3,075 HDU2-SDS2.5 (2) 2x (6) SDS1/4x2-1/2 B-2 866 3,075 HDU2-SDS2.5 (2) 2x (6) SDS1/4x2-1/2 D D-1 2,826 2,655 MSTC40 (2) 2x (32) 16d sinker D-2 2,969 2,655 MSTC40 (2) 2x (32) 16d sinker 3 3-1 3,043 3,075 HDU2-SDS2.5 (2) 2x (6) SDS1/4x2-1/2 4 4-1 1,588 1,535 MSTC28 (2) 2x (16) 16d sinker Page 6 CJR Engineering Prepared for March 12, 2024 Job No. 036906 Robin Kearsley Homes Butler Residence Timber Plate Fasteners Line No. Calculated Nail Nail Nail Spacing Penetration Allowable Allow. Unit Stress Unit Shear Type quantity Size Max Load Load Ratio (plf) (in) (in) (Lbs) (plf) Upper Story B 100 Common 2 16 12 1 3/4 288 288 0.35 D 334 Common 2 16 9 1 3/4 288 384 0.87 3 360 Common 3 16 12 1 3/4 432 432 0.83 4 191 Common 3 16 12 1 3/4 432 432 0.44 Page 7 CJR Engineering Prepared for March 12, 2024 Job No. 036906 Robin Kearsley Homes Butler Residence Timber Beams Floor Loads Roof Loads Description DL (psf) LL (psf) TL (psf) Duration DL (psf) SL (psf) TL (psf) Duration Floor 20 40 60 1 15 25 40 1.15 Deck 10 60 70 1 Location Mark Roof Main Beam Bonus Room Header First Floor Deck Edge First Floor Window Header 2nd Story Deck Location Mark Span b nom d nom Species Grade b eff d eff Fb Fv E (ft) (in) (in) (in) (in) (in) (psi) (psi) (psi) 26.00 5.13 15.00 GLB 24F-V4 5.13 15.00 2,400 165 1.80E+06 18.00 5.13 15.00 GLB 24F-V8 5.13 15.00 2,400 165 1.80E+06 9.00 4.00 12.00 DF-L #2 3.50 11.25 900 180 1.60E+06 9.00 4.00 12.00 DF-L #2 3.50 11.25 900 180 1.60E+06 26.00 6.75 15.00 GLB 24F-V4 6.75 15.00 2,400 165 1.80E+06 Uniform (ft) Roof Main Beam 8.00 Bonus Roc Header First Floor Deck Edge First Floor Window Header 2nd Story Deck Tributary Width Roof Floor Variable Uniform Variable Max Min Max Min (ft) 8.00 3.50 Page 1 Deck Uniform Variable GLB Form or Max Max Min Factor (ft) 4.00 0.99 3.50 1.00 3.50 1.00 4.50 0.93 CJR Engineering Prepared for March 12, 2024 Job No. 036906 Robin Kearsley Homes Butler Residence Uniform Load Variable Load Max Location Mark DL Wall LL TL DL LL TL (plf) (plf) (plf) (plf) (plf) (plf) (plf) Roof Main Beam 104 174 278 - - - Bonus Roc Header 200 560 760 - - - First Floor Deck Edge 35 210 245 First Floor ✓indow Head( 105 350 455 - - - 2nd Story Deck 45 270 315 Location Mark P1 x1l P2 x2 P3 x3 (#) (ft) (#) (ft) (#) (ft) Roof Main Beam Bonus Room Header First Floor Deck Edge First Floor Window Header 2nd Story Deck Page 2 Variable Load Min DL LL TL (plf) (plf) (plf) CJR Engineering Prepared for March 12, 2024 Job No. 036906 Robin Kearsley Homes Butler Residence Location Mark R1 R2 R3 M(x1) M(x2) M(x3) RL M V V dsgn (#) (ft-#) (#) (#) Roof Main Beam - - - 0.0E+00 0.0E+00 0.0E+00 - 23,513 3,617 3,270 Bonus Room Header - - - 0.0E+00 0.0E+00 0.0E+00 - 30,780 6,840 5,890 First Floor Deck Edge - - - 0.0E+00 0.0E+00 0.0E+00 - 2,481 1,103 873 First Floor ✓indow Head( - - - 0.0E+00 0.0E+00 0.0E+00 - 4,607 2,048 1,621 2nd Story Deck - - - 0.0E+00 0.0E+00 0.0E+00 - 26,618 4,095 3,701 Location Mark A S I fb fv dL dT (in^2) (in^3) (in^3) (psi) (psi) (in) (in) Roof Main Beam 76.88 192.19 1,441.41 1,468 63.80 0.69 1.10 Bonus Roc Header 76.88 192.19 1,441.41 1,922 114.93 0.51 0.69 First Floor Deck Edge 39.38 73.83 415.28 403 33.25 0.05 0.05 First Floor Window Heade 39.38 73.83 415.28 749 61.75 0.08 0.10 2nd Story Deck 101.25 253.13 1,898.44 1,262 54.83 0.81 0.95 Page 3 CJR Engineering Prepared for Job No. 036906 Robin Kearsley Homes Location Mark fb/Fb fv/Fv dL ratio dT ratio fa/Fa ratio ratio calc/allow calc/allow ratio Roof Main Beam 0.61 0.39 0.80 0.85 Bonus Roor Header 0.80 0.70 0.85 0.77 First Floor Deck Edge 0.45 0.18 0.16 0.12 First Floor window Header 0.83 0.34 0.26 0.22 2nd Story Deck 0.53 0.33 0.94 0.73 Page 4 Interaction March 12, 2024 Butler Residence