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ANCHOR SILL PLATEATOP INTERIOR WALLW/ STANDARD ANCHORBOLTING20" x 8"18" x <br /> 8"18" x 8"16" x 8"18" x 8"24" x 8"SIMPSON OR EQUAL STHD14 HOLDDOWN STRAP TO (2) FULL HEIGHTSTUDS @ EACH CORNER OFGARAGE END WALLGARAGE PLANNOT TO SCALE148" x 48" x 12" THICKFOOTING W/ (5)#4EACH WAY48" x 48" x 12" THICKFOOTING W/ (5)#4EACH WAYProject Name:Manchester ResidenceProject #:24-005Site Address:210 Bederwood DrivePage S1 of S6Orono, MNI hereby certify that this plan,specification, or report wasprepared by me or under mydirect supervision and that I ama duly licensed professionalengineer under the laws of thestate of Minnesota.Craig Oswell, PE (MN #42341) 5/31/2024Client Name:David Lund DesignISSUED FOR CONSTRUCTIONOswell Engineeringand Consulting, L.L.C.1901 E Hennepin Ave, #201Minneapolis, MN 55413Phone: 612-720-4639Fax: 612-886-2966www.oswellec.comSCOPE, NOTES,& PARTIALGARAGE PLAN(NOT TO SCALE)SCOPE OF WORK:Structural engineering design and detailing for beams, headers, footings, foundation walls, and the lateral brace wallrequirements at a proposed single-family residence. Design is in accordance with the 2020 Minnesota State BuildingCode and the amended 2018 International Residential Code. The scope is limited to the specific structural itemsnoted. Means and methods of construction, as well as all non-structural items, are to be by others as required per theCode and standard industry practice. Refer to the architectural drawings prepared by DLD for more information.MATERIALS:LVL Beams:E = 2.0 ksi and Fb = 2600 psi or betterWood/Timber:SPF #2 or better for bearing studs, king studs, headers, and sill platesStud grade for all other wood membersConcrete:28 day compressive strength of 5000 psi minimum for footings28 day compressive strength of 4000 psi minimum for walls and slabsRebar:Grade 60 minimum (60 ksi)Steel I-Beams:Fy = 50 ksiSteel Plate:Fy = 36 ksiWeld: E70XXBolts:A325PSL Columns:E = 1.8 ksi and Fc = 2500 psi or betterTSL/LSL:E = 1.55 ksi, Fb = 2325 psi, and Fc = 2170 psiSoil:Assumed clay with 1500 psf allowable bearing pressureLOADING:Roof Loading:35 psf snow and 15 psf deadFloor Loading:40 psf live and 20 psf deadDeck loading:15 psf dead plus worst case of 40 psf live load or 50 psf ground snowWind:115 mph ultimate (90 mpg allowable) exposure BSoil:Assumed clay with effective lateral earth pressure of 60 psf/ft active (85 psf/ft at rest)NOTES:1.The layout contained in these drawings is illustrative only and all dimensions are approximate. The contractoris to verify all conditions and dimensions noted and is to contact the engineer prior to performing the affectedwork should any significant discrepancies be found.2.Bearing points not shown as requiring pad footings are adequate on the strip footings noted.3.All wood in contact with concrete or masonry or in an exterior environment is to be treated, separated, orcovered as required.4.Block all beam ends and along their lengths as required to prevent lateral movement or rotation.5.Follow all manufacturer recommendations for hardware and materials.6.Fasten beam lams together with (3) rows of 0.128" diameter x 3" long nails at 12" on center staggered fromeach side.7.Numbers in () at beam ends is number of bearing studs required. Beam bearings noted on foundation wallsare to be equivalent stud bearing, for example (2) = 3". If a second () is shown it is the number of king studsrequired.8.Use face mount hangers to kings (no bearing studs) for window beams at tall great room walls as required.9.The lateral brace wall review was performed in accordance with IRC section R602.10 as applicable using anultimate wind load of 115 mph (90 mph allowable) with an exposure category of B.10.Unless noted otherwise, the opposite face of all shear panels walls, as well as the over-sheathing at interiorpanels noted, is to be sheathed with 1/2" sheetrock or better with standard fastening.11.Unless otherwise noted, the exterior faces of all exterior walls, including above and below openings, are to besheathed continuously with 7/16" minimum thick OSB or plywood nailed with 8d (0.131" diameter x 2.5") nailsat 6" on center at all panel edges and at 12" on center in the field. Exterior wall sheathing is to extend to theroof line at gables.12.Unless noted otherwise, all horizontal sheathing edges at the panel locations along the brace lines only are tobe fastened to 2x full width horizontal blocking.13.The roof is to be sheathed with 7/16" minimum thick OSB or plywood nailed with 8d (0.131" diameter x 2.5")nails at 6" on center at all panel edges and at 12" on center intermediate.14.The floors are to be sheathed with 3/4" minimum thick OSB or plywood nailed with 8d (0.131" diameter x 2.5")nails at 6" on center at all panel edges and at 12" on center intermediate.15.Provide all general nailing and/or alternative screw/staple options as required per IRC tables R602.3(1),R602.3(2), and R702.3.5.16.Staples (minimum of 16 GA x 1.5" long) may be used in the plywood/OSB roof and wall sheathing at half thespacing noted, including at brace walls.17.Block the roof truss heels and floor space at all shear wall panels per IRC figures R602.10.8.2(1), (2), and (3)and IRC figures R602.10.8(1) and (2).18.Lap all horizontal rebar at least 60 bar diameters when required.19.Bend or hook all horizontal rebar at least 30" around wall corners and each way at intersections.20.Place at least (2) additional vertical bars at each opening jamb. At sills, place (2)#4 bars extending at least 24beyond each end of the opening.21.Unless otherwise noted, all full height foundation walls are 9' total height by 8" nominal thick with #6 verticalbars at 36" on center placed 1.5" from the inside face.22.Install at least (2)#4 continuous horizontal bars in all full height foundation walls (one at top for frost walls) and#4 x 2'-0" dowels to the strip footings at 72" on center maximum.23.Anchor bolts for full height foundation walls are to be 0.5" diameter at 36" on center maximum with 0.125" thickx 2" diameter round or square countersunk washers and 7" minimum embed. Place bolts at least 2.5" from thebolt center to the edge of both the sill plate and foundation wall.24.Anchor bolts for garage frost walls are to be 0.5" diameter at 72" on center maximum with standard washersand 7" minimum embed. Place bolts at least 2" from the bolt center to the edge of both the sill plate andfoundation wall.25.Install an anchor bolt within 12" of all sill plate ends with at least two bolts for sections over 24" long.26.Sill plates may overhang up to 1.5" provided all anchor bolt tolerances are met, the sill plate overhang is notloaded vertically, and all post bearings are checked for crushing on the sill portion over the concrete only.Increase the sill plate width as required to meet these limits.27.Attach the floor trusses to the top of foundation sill plate with Simpson or equal A34 clips each side or a facemount hanger capable of supporting at least 900 lb.28.Provide standard truss blocking at 24" on center along the non-bearing walls attached to the sill plate with aSimpson or equal face mount hanger capable of supporting at least 1800 lb.29.Loads provided for helical anchors are working (actual). Piers are to be installed to twice the load noted for anultimate factor of safety of 2.0.30.Helical anchors and their connections to beams or columns is to be by the supplier as required.31.Fasten steel beams to their bearing with a 0.5" diameter lag screw each side of the web with 3" embed.32.Block solid below all bearing locations with matching material to the beams or foundation below.REVISED 5-31-24: SPORTCOURT ROOF ADDEDReplaces engineeredstamped plans of 5/15/24Reviewed for Code ComplianceNicole PostRPS23-0001956-12-24