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Home My WebLink AboutBLD2025-00191 BLD2025-00192 SFR, Garage - BLD Engineering / Geo-tech Reports - 2/18/2025 STRUCTURAL CALCULATION For Mike & Tame Kivley Garage Lateral and Vertical Design January 13, 2025 Project # 20259 Precise Engineering Inc. 1011 Mellen Street Centralia, WA 98531 (360) 736-1137 e-mail: preciseengineering@comcast.net STRUCTURAL CALCULATIONS For Mike&Tami Kivley Garage Lateral and Vertical Design January 13, 2025 Project#20259 By PRECISE ENGINEERING INC. HAROLD HAHNENKRATT, P.E. p HA NAL 35175 011 ��1�� ANAL ~ SCOPE: Provide structural calculations for lateral and vertical design per the 2021 IBC. Site address: 10 E. Kayak Court, Shelton WA LOADS AND MATERIALS Roof Mtl Roofing Pre-engineered Trusses @ 24"oc Roof Sheathing Insulation 5/8"GWB Misc. Dead Load= 15psf Snow Load= 25psf Wall: Siding(Board and Batt) 3.Opsf Sheathing 1.5psf 2x6 Studs @ 16"oc 1.7psf Insulation 0.75psf ''/Z" GWB 2.2psf Misc 1.5psf Dead Load= 10.65>12psf Floor: Slab on Grade Wind: 110 MPH Exp. C Seismic: Site Class = D Risk Cat. = II SS = 1.497 Design Cat. = D S1 = 0.551 Seismic Imp. = 1.0 Sds = 0.998 R = 6.5 Sdi = Null Cd = 4 Fa = 1.0 Wo = 3 CS = 0.153 (R=6.5) Soil: = 1500 PSF, Assumed bearing capacity 38 PCF,Assumed Active Fluid Pressure 350 PCF, Assumed Passive fluid Pressure 0.45, Assumed Coefficient of Friction 110 PCF, Assumed Soil Density Lumber: 2x>4x = #2DF 6x> _ #1DF GLB = 24f-v4 for simple span 24f-v8 for cont. and cantilever. Concrete: f c = 2500psi Rebar = Grade 60 ASCE AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D-Stiff Soil Results: Ss 1.497 Sot N/A S, 0.551 TL 16 Fa : 1 PGA : 0.64 F N/A PGA M : 0.704 SMs 1.497 F PGA 1.1 SM1 N/A IQ : 1 Sos 0.998 C : 1.399 Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8. Data Accessed: Mon Jan 13 2025 Date Source: USGS Seismic Design Maps https:Hascehazardtool.orol Page 2 of 3 Mon Jan 13 2025 LATERAL DESIGN Wind Loading: Simplified(ASCE 7-16 Chapter 28 Part 2) PS=AKztPS30 Aso ps= .6 AK�tPs30 Wind Speed 110 mph ps30 Exposure C Pitch Roof Wail Roof Pitch 2:12 2:12 -7.2 17.76 Minimum Loading 3:12 -6.5 19.65 A= 1.21 ps= 8.0 (Roof) 4:12 -5.7 21.5 Kt= 1 16.0 (Wall) 5:12 -0.5 21.4 6:12 6.87 20.3 ps30= -7.2 (Roof) >7:12 13.3 19.4 17.76 (Wall) ASD (ASD)Minimum Loading PS= -5.2 (Roof) ps= 4.8 (Roof) 12.9 (Wall) 9.6 (Wall) Seismic Loading: Section 12.4,12.8 ASCE7-16 Eh=rQh Qh=V r=1.3 V=CSW CS=SoS/1.4R E=(1.3SoS/1.4R)W SDS 0.998 R= 6.5 (Wood Shear Wall) R= 1.5 (Cantilever Column) V= 0.143 Wt. (Wood Shear Wall) V= 0.618 Wt. (Cantilever Column) e .n 624 50.FT. FLAT CLa ifl !8`x8'Crl.CR 74' FLOOR PLAN 624 50.FT. SCALE:114" = 1'-O" One Story Wind to Diaphragm Wind Main Plate Height 10 Roof 4.8 Walls 12.9 Diaphragm Roof Ht. Gable Ht. Wind Load Length Total Load 1-2 Roof 5.5 6.5 142.5 24.0 3420.0 SUM 3420.0 Roof Ht. Wind Load Length Total Load A-B Roof 0 3.6 110.9 26.0 2884.4 SUM 2884.4 f Precise Engineering, Inc 1011 Mellen St DIAPHRAGMS Page Centralia, WA 9531 Of Diaphragm Capacities 7/16 OSB 15/32 Plywood Case 1 Case 2,3,4,5,6,1 Case 1 Case 2,3,4,5,6,1 8d's 8d's I 8d's 8d's 1.0 Wind 322pif 3.0 Wind 238plf 5.0 Wind 335plf 9.0 Wind 252plf 2.0 Seismic 230plf 4.0 Seismic 170plf 6.0 Seismic 240plf 10.0 Seismic 180pif 10d's 10d's 7.0 Wind 357plf 11.0 Wind 265plf 8.0 Seismic 1255plf 12.0 Seismic 1190plf Label Level Loading Width Length Shear V Shear v Dia. Tie Moment T=C Nailing Requirement (plf) (ft) (ft) (Ibs) (plf) H1(in) A35(in) (ft-Ibs) (Ibs) 1-2 roof 142.5 24.0 26.0 1710.0 65.8 88.5 82.1 10260.0 394.6 3.0 A-B roof 110.9 26.0 24.0 1441.7 60.1 96.9 89.9 P9371.1 390.5 3.0 LOAD TO LINES Roof Level Line# Total Sub Total Total 0 0 0 1 1710 1710 0 1710 0 0 0 2 1710 1710 0 1710 0 0 0 0 0 0 Sum 3420 Sum 0 3420 0 0 0 A 1442 1442 0 1442 0 0 0 B 1442 1442 0 1442 0 0 0 0 0 0 0 0 0 Sum 2884 Sum 0 2884 1 h[ I I 1 0 0 0 JOB Holdown Seismic Shear Wall!490 Iplf Seismic Shear Wall Capacity Date: By._ Callout Size Capacity Callout Size Capacity Callout Size Capacity Sheet: Page A HDU2 3075 1 8d at 6 10 6 310 ff HDU4 4565 8d at 4 10d 4 460 If HDU5 5645 8d at 3 10d 3 600 If HDU8 7870 8d at 2 10d 2 770 plf Anchor Bolt Capacity Plate Height Wind Shear Wall Capacity Wind Shear all Capacity 1/2"Dia.2x Sill=912 x 1st Floor Wail Height= i 10 Callout Size Ca aci Callout Size Ca ac' 5/8"Dia.2x Sill=1328 2nd Floor Wall Hei ht= 1 8d at 61 365 plf 10 6 435 plf 1/2"Dia.3x Sill=1120 3rd Floor Wall Height.: 8d at 4 532 plf 10d@4 645 plf 5/8"Dia.3x SIII 1664 8d at 31 685 plf 10d@3 840 plf 2:1 Height: Width for full capacity 18d at 21 895 pit 10d 2 1077 plf SHEAR WALLS Wall Lev. V Walls Availiable Total Short Wall Short v Wall dia AB Uplift Wall Wt. Net Total Holdown 1 2 3 4 5 6 7 8 Wall Wall Height Walll v Type # Sac. Sect. Down Uplift Uplift 1 Rf 1710.0 6.0 6.0 4.0 10.0 304 285.0 1.0 48.0 2850.0 4.0 132.0 2586.0 2586.0 A 2 Rf 1710.0 20.0 20.0 3.0 10.0 103 85.5 1.0 855.0 20.0 132.0 -465.0 465.0 none A Rf 1442.0 24.0 24.0 24.0 10.0 50 60.1 1.0 600.8 24.0 220.0 -2039.2 -2039.2 none B Rf 1442.0 3.0 3.0 6.0 3.0 10.0 288 240.3 1.0 48.0 2403.3 3.0 236.0 2049.3 1 2049.3 A TYPICAL SHEAR WALL NOTES Use 1/2" dia. by 10" Anchor Bolts(AB's)with single plates and 1/2" dia.by 12"AB's with double and 3x plates spaced as shown on the drawings. AB's shall have 7"of embedment into footing,shall be centered in the stud wall, and shall project through the bottom plate of the wall and have a 3x3/xl/4 plate washer.There shall be a minimum of two bolts per piece of sill located not more than 12 inches or less than 4 inches end of each piece. Anchor bolts to be galvanized per the below requirement (Fasteners in contact with pressure treated lumber). At existing foundation use 1/2" diameter Simpson Titen HG bolts with minimum of 4"embedment into the existing concrete. All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior exposure glue and span rated"SR 24/0"or better. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking except where noted on the drawings or below. All nails shall be 8d or 1 Od common(8d common nails must be 0.131 inch diameter,Senco KC27 Nails are equivalent. If I Od common nails are called for the diameter must be 0.148 inches,Senco MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted. Hold downs are Simpson"Strong Tie"and shall be installed per the manufacture's recommendation. All floor systems must be blocked solid below member that the hold down is attached to. This block should be equal to or larger than the member the hold down is attached to and be placed as a "squash block". All double and triple studs shall glued and nailed together with 10d's at 3" o.c. for each layer. All 4x studs are to be#2 DF and all 6x studs are to be#1 DF when used for hold downs and shear walls. FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER All fasteners including nuts and washers in contract with pressure treated lumber shall be hot-dipped zinc coated galvanized steel,stainless steel,silicon bronze or copper. Fasteners other than nails, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners exposed to weather must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating requirements with recommendations from connector/fastener manufacturer and type of pressure treating chemical and retention being used. See Section 2304.10.6 of the 2021 IBC for additional information. ALL WALL STUDS AND ROOF TRUSS TOP CHORDS AND SECONDARY FRAMING LUMBER SHALL BE DOUG-FIR#2 OR BETTER. NOTE: MST STRAPS attaches to(2)2x or 4x studs in wall above and below unless noted otherwise. Nail all holes with 16d sinkers. Double studs may be use as a substitute for 3x nominal framing call out below. Studs MUST be glued and nailed together with (2) lines of 10d's at 3" on center staggered. Horizontal blocking for shear walls nailed with 8d's shall be minimum of 2x flat and shear walls nailed with 1 Od's shall be minimum of 3x flat. SHEAR WALL SCHEDULE sheathing nailed with 8d's at 6" on center all edges. HOLD DOWNSCHEDULE It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all structural framing. Anchor bolt to be located nearest the corner or opening at the end of the shear wall. All foundation vents to be a minimum of 12"off centerline of the anchor bolt on either side. Holdown stud to be coordinated with shear wall panel edge framing requirements. Larger stud size controls * For holdown anchor bolt embedment greater that foundation depth,thicken footing for 2'-0"either side of holdown anchor bolt to a depth that provides for 3"clear below the bottom of the anchor bolt. Provide(2)additional#4 x 3'-0"pieces of longitudinal rebar at this location. f. HDU2 attaches to concrete foundation with a Simpson SSTB 16. HDU2 attaches to double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood Screws in wall above. STRUCTURAL NOTES General Notes: These structural notes supplement the drawings. Any discrepancy found among the drawings,these notes, and the site conditions shall be reported to the Engineer,who shall correct such discrepancy in writing. Any work done by the Contractor after discovery of such discrepancy shall be done at the Contractor's risk. The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding with any work or fabrication. The Contractor shall coordinate between the architectural drawings and the structural drawings. The architectural dimensions are taken to be correct when in conflict with the structural drawings. The Contractor is responsible for all bracing and shoring during construction. All construction shall conform to the applicable portions of the latest edition of the International Building Code except where noted Design Criteria: 1. Live Load = Slab on Grade 25 PSF(Snow) 2. Dead Load = 15 PSF(Roof) 10 PSF(Walls) 150 PCF(Concrete) 3. Wind = 2021 IBC Exposure C @ 110 mph 5. Earthquake = 2021 IBC Site Class = D S1 = 0.551 Design Cat. = D Sd5 = 0.998 Use Group = I Stl1 = Null R = 6.5 Fa = 1.0 Cd = 4 CS = 0.153(R=6.5) Wo = 3 Ss = 1.497 Cd = 4 Wa = 3 6. Soil = 1500 PSF,Assumed bearing capacity Concrete & Reinforcing Steel: 1. All concrete work shall be per the 2021 IBC Chapter 19. 2. All reinforcing shall be ASTM A615 Grade 40 except as shown on the plans. 3. Concrete shall be in accordance with ASTM 150. fc=2500 PSI @ 28 day slump = 4" maximum, 6%Air entrained for exterior slabs. In order to minimize shrinkage cracks recommend that the wlc ratio be under 0.5. 4. Garage slab and exterior slabs to have minimum of 6x6 W1.4x1.4 WWF with vapor barrier. This is at the owner's option to reduce slab cracking. Crack control joints the responsibility of the contractor. . Recommend a maximum of 16'xl6'grid or as required by geometry. 5. Install ufer rod as required by local jurisdiction coordinate with project electrician. Steel: 1. Anchor bolts shall be ASTM A307 and will have a 3x3x1/4" plate washer. Carpentry: 1. 2X structural framing shall be#2 Douglas Fir. 4x structural members shall be#2 Douglas Fir. 6X members shall be#1 Douglas Fir. 2. Roof trusses shall be by a pre-approved manufacturer and constructed according to the specifications of the Truss Plate Institute. Truss shop drawings must be stamped by a licensed engineer and be on site at the time of construction. Preliminary truss drawings must be reviewed prior to construction. It is the truss manufacturer's responsibility to inform the engineer of record of any changes from the preliminary truss lay-out. Truss manufactures are responsible for all bracing of the trusses including end wall bracing and all other bracing between the building and.the trusses unless specifically shown otherwise on the drawings. Contractor to coordinate bracing with engineer of record as required. 3. Glue laminated beams shall be 24F-V8 for cantilevered or continuous beams and 24F-V4 for simple spans. (Fb = 2,400 PSI) (Fv = 190 PSI) (E = 1,800,000 PSI) (FcL = 650 PSI) 4. Sheathing at roof shall be laid with face grain perpendicular to supports and end joints staggered 4'-0" on center. Provide 1/8" space at panel edges as required by panel manufacturers. Roof sheathing shall be nailed 6" o.c. edges and 12" o.c field with 10d's unless otherwise noted on the drawings. 5. Block and nail all horizontal panel edges at designated shear walls. 6. All fasteners in contact with pressure treated lumber will meet the below requirements. All fasteners including nuts and washers in contract with pressure treated lumber shall be hot-dipped zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails,timber rivets,wood screws and lag screws shall be permitted to be of mechanically deposited zinc coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners exposed to weather must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating requirements with recommendations from connector/fastener manufacturer and type of pressure treating chemical and retention being used. See Section 2304.10.6 of the 2021 IBC for additional information. 7. All GWB to be installed per the IBC and Gypsum Association's publication for the Application and Finishing of Gypsum Board, GA-216 Hardware: All connection hardware shall be Simpson"Strong Tie". Connection hardware exposed to the weather or soil shall be treated as in steel above. CAUTION: PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE PER TRUSS COMPANY RECCOMENDATIONS. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING REQUIRED FOR PLACING TRUSSES. NOTE THESE DRAWINGS DO NOT INCLUDE ANY TEMPORARY SHORING OR BRACING. PRECISE ENGINEERING RECCOMENDS ALL SHORING AND BRACING BE DESIGNED AND DETAILED BY A LISENCED ENGINEER. CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS. D N W ROOF LINE n � A G�3 — m xl a _ z r A m rr r ° — ,0 .00. A ROOF LINE n N W 4'Old. 14"Old. Precise Engineering Inc Project Title: Engineer: Project ID: Project Descr: Printed:13 JAN 2025, 2:49PM Multiple Simple Beam Project File:Kivley Garage.ec6 LIC#.KW-06016719,BwId.20.24.10.30 PRECISE ENGINEERING INC. (c)ENERCALC,LLC 1982-2025 Description : Wood Beam Design : A Calculations per NDS 2018,IBC 2021 BEAM Size : 5.5x13,5,GLB, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: DF/DF Wood Grade: 24F-V4 Fb-Tension 2400 psi Fc-PHI 1650 psi Fv 265 psi Ebend-xx 1800 ksi Density 31.21 pcf Fb-Compr 1850 psi Fc-Perp 650 psi Ft 1100 psi Eminbend-xx 950 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=17.30 ft Design Summary -- Max fb/Fb Ratio = 0.768: 1 D 0.2595 S 0.4325 fb:Actual: 2,069.40 psi at 9.125 ft in Span#1 Fb:Allowable: 2,694.36 psi 5,5x13.5 Load Comb: +D+S Max fv/FvRatio= 0.368: 1 18.250 ft fv:Actual: 112.26 psi at 0.000 ft in Span#1 Fv:Allowable: 304.75 psi Load Comb: +D+S Max Deflections Max Reactions (k) D Lr L s w E H Transient Downward 0.535 in Total Downward 0.855 in Left Support 2.37 3.95 Ratio 409 Ratio 256 Right Support 2.37 3.95 LC:S Only LC:+D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design : B Calculations per NDS 2018,IBC 2021 BEAM Size: 4x8,Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-16 Load Combinations,Major Axis Bending Wood Species: Douglas Fir-Larch Wood Grade: No.2 Fb-Tension 900 psi Fc-PHI 1350 psi Fv 180 psi Ebend-xx 1600 ksi Density 31.21 pcf Fb-Compr 900 psi Fc-Perp 625 psi Ft 575 psi Eminbend-xx 580 ksi Applied Loads Unif Load: D=0.0150, S=0.0250 k/ft,Trib=4.0 ft Design Summary 0 o.oso s o.10 Max fb/Fb Ratio = 0.053. 1 fb:Actual : 70.45 psi at 1.500 ft in Span#1 Fb:Allowable: 1,339.32 psi Load Comb: +D+S Max fv/FvRatio= 0.041 : 1 axa fv:Actual: 8.51 psi at 2.400 ft in Span#1 3.0 rt 14 Fv:Allowable: 207.00 psi Load Comb: +D+S Max Deflections Max Reactions (k) g Lr L s +N E H Transient Downward 0.001 in Total Downward 0.002 in Left Support 0.09 0.15 Ratio 9999 Ratio 9999 Right Support 0.09 0.15 LC:S Only LC:+D+S Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: