Loading...
HomeMy WebLinkAbout210 Bederwood Drive - Building Plans - Commercial, IndustrialNORTHFOUNDATION PLAN SCALE 1/8" = 1'-0" 2B A099 17'-0" C D F FC.9C.3 4 3 2 1 2.7 2.5 20'-0"15'-0"1'-8" 11'-0" 2.1 2 1 312'-0"10'-0"37'-0"10'-0"12'-0"4'-0"33'-0"13'-912"11'-11"12'-234"14'-734"FROM FACE OF FND WALL4'-8"8'-0"M.O.4'-0"8'-0" M.O. 3'-0"3'-4"8'-8" M.O. 16'-8"10'-4"4'-0" M.O. 4'-8"14'-0"11'-4" WDW WELL 4'-0"1.3 C.5 10'-0" 5'-4" B.8 B.8 10'-0" [2] HELICAL SCREW PIERS, FOR LOAD CALCULATION AND MIN BEARING CAPACITY OF PIER AND MOUNTING PLATE, SEE STRUCT B.9 B.9 FULL-DEPTH EXCAVATION 8'-0"5'-4" 4 E CONC STRIP FOOTING, SEE STRUCT A A COMPLETELY BACKFILL W/ SOIL, COMPACT B B 16'-0" 7'-0" TO C/L OF PIER 5 5 27'-0" 47'-8" 4 REINFORCED CONC SLAB ON GRADE 2X10 PT WD JOISTS, 16" O.C., HANGER FOR RIM JOIST AND HELICAL SCREW PIER, SEE STRUCT FOR SIZE, LOAD CALCULATION AND MIN BEARING CAPACITY OF PIER AND MOUNTING PLATE WDW WELL20°CCWFOUNDATION PLAN NOTES GSF CALCULATION BY EXCAVATION TYPE GROSS SQ FT [GSF] = OUTSIDE FACE OF FOUNDATION WALLS FULL-DEPTH EXCAVATION 2,429 GSF BASEMENT & STORAGE SLAB-ON-GRADE/STEM WALL 1,287 GSF GARAGE GARAGE ROTATION 1.GARAGE HAS BEEN ROTATED 20° CCW 2.ROTATION SHOWN IN FLOOR PLANS ONLY. ELEVATIONS AND SECTIONS ARE DRAWN ORTHOGONALY FOR EASE OF UNDERSTANDING DRAWING INFORMATION N3N2N1L4L3L2L1 > FOUNDATION, REQUIREMENTS [R401.2] FOUNDATION CONSTRUCTION SHALL BE CAPABLE OF ACCOMMODATING ALL LOADS AND OF TRANSMITTING THE RESULTING LOADS TO THE SUPPORTING SOIL. SOILS THAT SUPPORT FOOTINGS AND FOUNDATIONS SHALL BE DESIGNED, INSTALLED AND TESTED IN ACCORDANCE WITH ACCEPTED ENGINEERING PRACTICE. > GEOTECHNICAL EVALUATION [R401.4.1] IN LIEU OF A GEOTECHNICAL EVALUATION, THE FOLLOWING LOAD-BEARING VALUES SHALL BE ASSUMED [R401.4.1]: CRYSTALLINE ROCK 12,000 PSF SEDIMENTARY ROCK 4,000 PSF SANDY GRAVEL, GRAVEL [GROUP I]3,000 PSF SAND, GRAVEL, SILT, CLAY [GROUP II]2,000 PSF CLAY, SILT [GROUP III/IV]1,500 PSF WHERE SOILS WITH A BEARING CAPACITY OF LESS THAN 1,500 PSF ARE LIKELY PRESENT, LOAD BEARING CAPACITY SHALL BE DETERMINED BY A SOILS INVESTIGATION. > CONCRETE, COMPRESSIVE STRENGTH [TABLE R402.2] UNLESS SPECIFIED BY A STRUCTURAL ENGINEER, CONCRETE SHALL HAVE A MINIMUM SPECIFIED COMPRESSIVE STRENGTH IN THE FOLLOWING AREAS: FOOTINGS*5,000 PSI BASEMENT WALLS, FOUNDATIONS, SLABS 2,5OO PSI GARAGE SLABS 3,000 PSI *COMPRESSIVE STRENGTH OF 2,500 PSI, WITH AN APPROVED ADMIXTURE THAT PROVIDES A WATER AND VAPOR RESISTANCE AT LEAST EQUIVALENT TO 5,000 PSI CONCRETE. > FOOTINGS, GENERAL [R403.1] ALL EXTERIOR WALLS SHALL BE SUPPORTED ON CONTINUOUS SOLID OR FULLY GROUTED MASONRY OR CONCRETE FOOTINGS, CRUSHED STONE FOOTINGS, WOOD FOUNDATIONS, OR OTHER APPROVED STRUCTURAL SYSTEMS WHICH SHALL BE OF SUFFICIENT DESIGN TO ACCOMMODATE ALL LOADS AND TO TRANSMIT THE RESULTING LOADS TO THE SOIL WITHIN THE LIMITATIONS AS DETERMINED FROM THE CHARACTER OF THE SOIL. FOOTINGS SHALL BE SUPPORTED ON UNDISTURBED NATURAL SOILS OR ENGINEERED FILL. > VENTILATION [408.1] THE UNDER-FLOOR SPACE SHALL HAVE VENTILATION OPENINGS THROUGH FOUNDATION WALLS. THE NET AREA OF VENTILATION OPENINGS SHALL BE 1 SF [MIN] FOR EACH 150 SF OF UNDER-FLOOR SPACE. WHEN CLASS 1 VAPOR RETARDER IS USED, THE MINIMUM NET AREA OF VENTILATION OPENINGS SHALL BE 1 SF [MIN] FOR EACH 1,500 SF OF UNDER-FLOOR SPACE. ONE SUCH VENTILATING OPENING SHALL BE WITHIN 3' OF EACH CORNER OF THE BUILDING. > ACCESS, BELOW-FLOOR [R408.4] ACCESS SHALL BE PROVIDED TO ALL UNDER-FLOOR SPACES. OPENINGS THROUGH A PERIMETER WALL SHALL BE 16"X24" [MIN]. > REMOVAL OF DEBRIS [R408.5] THE UNDER-FLOOR GRADE SHALL BE CLEANED OF ALL VEGETATION, ORGANIC MATERIAL AND CONSTRUCTION MATERIALS BEFORE A BUILDING IS OCCUPIED. FOUNDATION SYSTEM SPECIFICATIONS MINNESOTA RESIDENTIAL CODE, 2015 FOUNDATION & EXTERIOR WALL TYPES SEE FRAMING PLANS [A250-A253] FOR WALL TYPE TAGS POURED REINFORCED CONC [SEE A100 FOR SIZE] CMU 12" EXT GRADE PLY WD VAPOR BARRIER RIGID INSUL LIQUID WATERPROOFING CLOSED CELL INSUL CMU [SEE A100 FOR SIZE] CMU LIQUID WATERPROOFING RIGID INSUL, EXT VAPOR BARRIER 12" EXT GRADE PLY WD RIGID INSUL, INT CMU 12" EXT GRADE PLY WD VAPOR BARRIER RIGID INSUL LIQUID WATERPROOFING RIGID INSUL, INT POURED REINFORCED CONC LIQUID WATERPROOFING DRAINAGE/PROTECTION MAT RIGID INSUL REINFORCED POURED CONC LIQUID WATERPROOFING DRAINAGE/PROTECTION MAT RIGID INSUL [EXT & INT] N4 REINFORCED POURED CONC LIQUID WATERPROOFING DRAINAGE/PROTECTION MAT RIGID INSUL [EXT & INT] 8" THICK N4 8" THICK N4 N4 FOR PORCH FLOOR FRAMING SIZING AND ATTACHMENT, SEE STRUCT 10" THICK N1 15'-912" STRIP FTNG FROM FACE OF FND WALL 8" THICK N2 8" THICK N3 17'-1"STRIP FOOTING8" THICK N2 8" THICK N1 POURED REIN CONC FND WALL, SEE STRUCT2'-0"CONC STRIP FOOTING, SEE STRUCT 2'-4" 9'-0" SINGLE G A R A G E D R 2'-6" 16'-0" DOUBLE G A R A G E D R 5'-0" 3'-2" DR T.O. WALL +3'-4"4'-0"CONC FTNG, SEE STRUCT CONC FTNG, SEE STRUCT CONC STRIP FTNG, SEE STRUCT 8" THICK N4 CONC FTNG, SEE STRUCT FOR CONC STRIP FOOTING SIZE, SEE STRUCT REIN CONC PAD FOOTING, SEE STRUCT 34'-8" 52'-0" 59'-0"15'-0"49'-0"63'-0"49'-0"45'-8" 9'-1012" T.O. WALL +3'-4"T.O. FTNG0'-0"T.O. FTNG 0'-0" T.O. WALL +5'-8" PLASTIC SUMP BASKET AND PUMP, 24" Ø, 2'-6" DEEP 8" THICK N3 T.O. FTNG 0'-0" T.O. WALL 9'-0" T.O. WALL 9'-0"T.O. WALL9'-0"T.O. FTNG0'-0"T.O. WALL9'-0"2X10 PT LEDGER BLK'G AT MIDSPAN PERFORATED T-SHAPED RADON PIPE IN ROCK BED, FILTER FABRIC PVC RADON PIPE VENT UP STAIR WALL THRU ROOF CONC STRIP FOOTING, SEE STRUCT 4" PERFORATED DRAIN TILE IN ROCK BED WRAPPED FILTER FABRIC, CONNECT INTR W/ EXT DRAIN TILE W/ PVC SLEEVE 5'-11" CONC PAD FTNG, SEE STRUCT ROUTE DRAIN TILE TO DAYLIGHT WDW WELL FTNGS SAME DEPTH AS MAIN HOUSE CONC FTNG, SEE STRUCT INTR DRAIN TILE, CONT AT FTNG PERIMETER INTR DRAIN TILE, CONT AT FTNG PERIMETER INTR DRAIN TILE, CONT AT FTNG PERIMETER 4'-0"PAD FOOT ING 4'-0" PAD FO O TI N G14'-8"STRIP FOOT ING LENGTH9'-3"STRIP FOOT ING LENGTH4'-0" 4'-0"13'-0 " REIN POURED CONC STEM WALL, SEE STRUCT REIN CONC PAD FOOTING, SEE STRUCT 3'-0" 2'-4 1 4 " 9'-8"1'-7"4'-8"10'-10"15'-9"1'-73 4" 4'-8"4'-8"18'-312" CONC PAD FOOTING, SEE STRUCT 11'-6"4" PVC SLEEVE THRU FTNG, CONNECT INTR W/ EXTR DRAIN TILE, SEAL PIPE PENETRATION 4" PVC SLEEVE THRU FTNG, CONNECT INTR W/ EXTR DRAIN TILE, SEAL PIPE PENETRATION 4" PVC SLEEVE THRU FTNG, CONNECT INTR W/ EXTR DRAIN TILE, SEAL PIPE PENETRATION 4'-0"13'-4"210 Bederwood Drive Orono, MN 55356 COMM. NO. DATE DRAWN BY MAN2202 25-APR-24 DVL CHECKED BY DVL PROJECT ADDRESS DRAWING TITLE Manchester Residence New Construction PROJECT REVISONS SHEET NUMBER © 2024 david lund design CONTACT info@davidldesign.com (612) 209-0913 MEASURED BY N/ADESIGN PHASEDRAWING DEVELOPMENT1345678910DESIGN REVIEW STATUS 1 2 DONECONSTRUCTION DOCUMENT | 4/42EXST D E S I G N E D I N M I N N E A P O L I S a099 Foundation Plan Reviewed for Code Compliance Nicole Post RPS223-000195 6-12-24 Replaces engineered stamped plans of 5/15/24 ANCHOR SILL PLATEATOP INTERIOR WALLW/ STANDARD ANCHORBOLTING20" x 8"18" x 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 (2)2x8+2x10 DECKJOISTS @ 16" O.C.(400 LB HANGERS)HELICAL ANCHOR BYOTHERS (WORKINGLOAD OF 2K DOWN)BEAR BEAM 3"INTO HOUSE(3)2x10 18" FLOORTRUSSES 2x10 DECK JOISTS @ 16" O.C. (400 LB HANGERS)2x10 LEDGER BOARD W/ 0.5"DIAM LAG SCREWS @ 16" O.C.STAGGERED W/ 3" EMBED(2)2x10+(2)2x10+BEAR BEAM 3"INTO HOUSEHELICAL ANCHORS BYOTHERS (WORKING LOADOF 6K DOWN & 1K UP)FLOOR GIRDER TRUSS FLOOR JACKTRUSSES& CANT BYOTHERS2x10 LEDGER BOARD W/ 0.5"DIAMETER LAG SCREWS @ 16"O.C. STAGGERED W/ 3" EMBEDFLUSH W14x26 STEEL I-BEAM(5" WIDE) OR (4)18" LVL18" FLOOR TRUSSES (1000 LB HANGERS) 18" FLOOR TRUSSES (1000 LB HANGERS) 18" FLOOR TRUSSES (1100 LB HANGERS) 18" FLOORTRUSSES 18" FLOOR TRUSSES 18" FLOOR TRUSSES 18" FLOORTRUSSES CANT FLOORWELL FOOTINGS TOMATCH HOUSE ELEV10"ANCHOR SILL PLATEATOP INTERIOR WALLW/ STANDARD ANCHORBOLTINGFLUSH (3)18" LVL6" BRGON FND6" BRGON FND40" x 40" x 12" THICKFOOTING W/ (5)#4EACH WAY(2)2x8+48" x 48" x 12" THICKFOOTING W/ (5)#4EACH WAY16" x 8"16" x 8"18" x 8"16" x 8"PORCH FOOTINGS TOMATCH HOUSE ELEV(2)2x8+(2)7.25"+ LVL(2)2x8+(2)2x8+16" x 8"16" x 8" 16" x 8"56" x 56" x 16" THICKFOOTING W/ (7)#4EACH WAY5.25" x 7"PSL COL5.25" x 7"PSL COL56" x 56" x 16" THICKFOOTING W/ (7)#4EACH WAYBRG WALLBRG WALL16" x 8"36" x 36" x 12"THICK FTGW/ (4)#4EACH WAY36" x 36" x 12"THICK FTGW/ (4)#4EACH WAY20" x 8"20" x 8"20" x 8" 20" x 8" 20" x 8"20" x 8"20" x 8"20" x 8"24" x 8"24" x 8"24" x 8"24" x 8"24" x 8"20" x 8" 20" x 8"(2)2x8+LOWER FLOOR PLANNOT TO SCALE148" x 48" x 12" THICKFOOTING W/ (5)#4EACH WAYProject Name:Manchester ResidenceProject #:24-005Site Address:210 Bederwood DrivePage S2 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.comLOWER FLOOR PLAN(NOT TO SCALE) 20'-0"5'-2.757'-0" x 8'-0" HIGH13'-2"10'-0" 10'-112" 2'-0" CANTMAIN FLOOR PLANNOT TO SCALE1OUTLINE OF ROOF BROW FLOOR GIRDER TRUSS 18" FLOOR TRUSSES (1100 LB HANGERS) 18" FLOOR TRUSSES (1100 LB HANGERS) 18" FLOOR TRUSSES (1200 LB HANGERS)2x8+ ROOFJOISTS @ 16" O.C.(400 LB HANGERS)(2)11.25" LVL RIDGE BEAM 2x8+ ROOFJOISTS @ 16" O.C.(400 LB HANGERS)MONO ROOF TRUSSES TJI JOISTS CANT FLOOR18" FLOOR TRUSSES (1100 LB HANGERS) 18" FLOOR TRUSSES (1000 LB HANGERS)FLOOR TRUSSES18" FLOOR TRUSSES 5.5K PTLOAD FROMABOVE(2)7.25" LVL FULLHEIGHT KINGS@ RIDGE BRGFLUSH (2)14" LVL OR FLOOR GIRDER R=5KDROPPED(2)9.25" LVLFLUSH (3)18" LVL21CS-WSP BRACE LINEREQUIRED LENGTH= 4' = 4' PROVIDED1'-4" CS-PF= 1'-4" MIN3OUTLINE OFWALL ABV(2)7.25" LVL FULLHEIGHT KINGS(2)7.25" LVL FULLHEIGHT KINGS1'-4" CS-PF= 1'-4" MINUSE HIDDEN FLANGEHANGERS FOR HEADERSTO KINGS TYP (400 LB)CONT (2)2x12+ HEADERS FORCS-PF PORTAL FRAMES PER IRCR602.10.6.4 (SEE S5, COUNT AS 1.5xLENGTH) W/ SIMPSON OR EQUALMSTA48 OR LARGER STRAPS ONINSIDE FACE (SHIM AS REQUIREDAT HEADER IF REQUIRED) FROMJACK STUDS ACROSS HEADER &EXTENDED TO TOP OF TOP PLATEAT EACH SIDE OF OPENINGS (2THUS ON BL 1)CS-WSP BRACE LINEREQUIRED LENGTH= 18'-4" < 18'-9"PROVIDED3'-1" PANEL> 2'-3" MIN4'-1" PANEL> 3'-5" MIN4'-1" PANEL> 3'-5" MINSHEATH SUNROOM SIDE OFSHARED WALL W/ SHEETROCKOVER PLYWOOD/OSB2'-6" PANEL> 2'-3" MIN1'-8" CS-PF> 1'-6" MIN1'-8" CS-PF> 1'-6" MINCS-WSP BRACE LINEREQUIRED LENGTH= 15'-8" < 16'-10"PROVIDED4'-7" PANEL> 2'-3" MIN4'-7" PANEL> 2'-3" MIN4'-1" PANEL> 2'-8" MIN3'-7" PANEL> 2'-3" MIN22'-312" =APPROX20' MAXSTRAP COVERED DECK BEAMS TOCOLUMNS W/ SIMPSON OR EQUAL LSTA12STRAPS EACH END W/ MATCHING STRAPSTO DECK BEAMS BELOW (4 THUS)ACS-WSP BRACELINE, REQUIREDLENGTH = 17'-3"APPROX = 16'-8"PROVIDEDB5'-11" PANEL 1'-6" CS-PF = 1'-6" MIN 3'-2" CS-PF >1'-6" MIN 2'-6" CS-PF >1'-6" MIN CS-WSP BRACELINE, REQUIREDLENGTH = 17'-3"< 19' PROVIDED3'-5" PANEL > 2'-3" MIN 12'-1" PANEL3'-6" PANEL > 2'-3" MIN DROPPED (3)9.25" LVLOR (3)11.25" LVL(2)(2)UNO, ALL HEADERSARE TO BE (2)2x8 MINW/ (1) BRG & (1) KINGSTUD EACH END18" FLOOR TRUSSES (1000 LB HANGERS)FLAT ROOFINSET DORMERABOVE W/SLEEPERS(3)2x8 OR (2)2x10(3)2x8 OR (2)2x10(2)CONT (2)2x12+CONT (2)2x12+ (UNO) HEADERS FORCS-PF PORTAL FRAMES PER IRCR602.10.6.4 (SEE S5, COUNT AS 1.5xLENGTH) W/ SIMPSON OR EQUALLSTA24 OR LARGER STRAPS ONINSIDE FACE (SHIM AS REQUIREDAT HEADER IF REQUIRED) FROMJACK STUDS ACROSS HEADER &EXTENDED TO TOP OF TOP PLATEAT EACH SIDE OF OPENINGS (2THUS ON BL 2 & 3 THUS ON BL A)(2)9.25" LVL(2)(2)(2)(2)(2)+(3)(2)9.25" LVL(2)+(3)(2)9.25" LVL(2)+(3)(2)(3)+(3)(4)FLUSH (2)11.25" LVLCONT (2)11.25" LVL FLUSH (3)16" LVLFLUSH (3)14" LVLOR (2)16" LVL(3)5.25" x 5.25"PSL COL5.25" x 5.25"PSL COLR=1.5K(2)2x8+(2)2x8+GBWSP BRACE LINEREQUIRED LENGTH= 18'-11" < 21'-4"PROVIDEDGA9'-1" PANEL5'-10" PANEL6'-5" PANELSHEATH WALL FACESSHOWN W/ SHEETROCKOVER PLYWOOD/OSBWSP BRACE LINEREQUIRED LENGTH= 18'-11" < 19'-6"PROVIDEDG2CUSTOM WSPBRACE LINE(ENTIRE WALLPANEL)5'-9" PANEL8' PANEL5'-9" PANELG1(2)2x8+(2)2x8+(2)2x8+1'-6" CS-PF= 18" MIN1'-6" CS-PF= 18" MIN CS-WSP BRACELINE, REQDLENGTH = 10'-4"< 16'-9" PROV5'-9" PANEL6'-6" PANEL(3)14" LVL OR (2)18" LVL(4)+(3)(4)+(3)(2)(2)(3)14" LVL OR(2)16" LVL(4)(3)CONT HEADER FOR CS-PF PORTALFRAMES PER IRC R602.10.6.4 (SEES5, COUNT AS 1.5x LENGTH) W/SIMPSON OR EQUAL LSTA36 ORLARGER STRAPS ON INSIDE FACE(SHIM AS REQUIRED AT HEADER IFREQUIRED) FROM JACK STUDSACROSS HEADER & EXTENDED TOTOP OF TOP PLATE AT EACH SIDEOF OPENINGS (2 THUS ON BL G1)ADJUST STAIR WALLAS REQUIRED TOHIDE COLUMNProject Name:Manchester ResidenceProject #:24-005Site Address:210 Bederwood DrivePage S3 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.comMAIN FLOOR PLAN(NOT TO SCALE) SHED ROOF BELOWPRT HGT WALLOUTLINE OF ROOF ABOVE PRT HGT WALLVAULTED ROOF TRUSSES VAULTED ROOF GIRDER TRUSS VAULTED ROOF TRUSSES FLAT ROOFINSET DORMERW/ SLEEPERSOVER SECONDFLOOR TRUSSESUPPER FLOOR PLANNOT TO SCALE1VAULTED ROOFTRUSSES (700 LBHANGERS)VAULTED ROOF GIRDER TRUSS VAULTED ROOF TRUSSES MAIN FLOOR FRAME WALL BELOWROOF TRUSSES VAULTED ROOF TRUSSES ROOF TRUSSES FLATCEILINGSHED ROOFFLATCEILINGFLATCEILINGBELOWVARYING BOTTOM ROOF TRUSSES FLUSH (2)20" OR (3)16" LVL(3)(3)FLUSH (2)9.25" LVL FLUSH (2)9.25" LVL R=2K(2)(2)(2)7.25" LVLR=2KR=2K(2)(2)DROPPED (3)14" LVL(3)(3)+DROPPED(2)9.25" LVLUNO, ALL HEADERSARE TO BE (2)2x8 MINW/ (1) BRG & (1) KINGSTUD EACH END(2)(2)(2)9.25" LVL(2)+(3)GTAWSP BRACE LINEREQUIRED LENGTH= 10'-3" < 10'-7"PROVIDED1WSP BRACE LINEREQUIRED LENGTH= 16' < 19' PROVIDED(NO HORIZ BLKG REQD)B6'-1" PANEL13'-2" PANEL WSP BRACE LINEREQUIRED LENGTH= 10'-3" < 19'-3"PROVIDED4'-6" PANEL 3'-4" PANEL CA 33" 3'-8" PANEL CA 40"2(2+) TALL 2x6 KING STUDSBETWEEN WINDOWS & ATOUTER ENDS TYP3'-9" PANELCA 3'-6"6'-3" PANEL9'-3" PANEL10'-5" PANEL4'-3" PANEL2'-3" PANEL> 2' MIN2'-3" PANEL> 2' MINCS-WSP BRACE LINEREQUIRED LENGTH= 13'-6" < 19'-2 PROVIDED(NO HORIZ BLKG REQD)GA12' PANEL16'-4" PANELG2G127'-5" PANELCUST WSPBRACE LINEGBWSP BRACE LINEREQUIRED LENGTH= 12'-4" < 14'-11"PROVIDEDCUSTOM WSPBRACE LINE3'-3" PANELCA 32"5'-8" PANEL6'-7" PANELSHEETROCKOVER OSB/PLYWOOD13'-10" PANEL15' PANELWSP BRACE LINEREQUIRED LENGTH= 14'-4" < 28'-10"PROVIDED (NO HORIZBLKG REQD)(3)14" LVLR=2KGT OR FLUSH (2)14"LVL OR (3)11.25" LVL(2)2x6 TSL/LSL WALL STUDS@ 16" O.C. FOR 15'+/- TALLSPORT COURT WALLSIMPSON OR EQUAL MSTC28 STRAP FROM(2) FULL HEIGHT STUDS ABOVE ACROSSFLOOR SPACE TO (2) FULL HEIGHT STUDSBELOW @ EACH END OF EACH SHEARWALL PANEL (4 STRAPS TOTAL ON BL G2)(2)+(3)(2)+(3)(2)+(3)(4)20" LVL SHED RIDGE BEAMSHED ROOFRAFTERSSTEEL W24x103 (9" WIDE) OR W27x94 (10" W IDE)RIDGE BEAM (SEE DETAIL ON S4)(3)18" LVL HIP BEAMROOFRAFTERS(3)(3)ROOFRAFTERSROOFRAFTERSROOFRAFTERS(3)9.25" LVLSHED STRINGER(3)14" LVL RIDGE BEAM(SEE DETAIL ON S4)ROOFRAFTERSR=5KUNO, ALL GARAGE ROOF RAFTERSARE 2x10 @ 16" O.C. UP TO 14' LONG(500 LB HANGERS UNO) & 2x10@ 8" O.C. OVER 14' (750 LB HANGERS)R=5KR=5KR=5K(3)18" LVL HIP BEAMR=10KROOFRAFTERS7x7 PSLCOL7x7 PSLCOLFLAT BOTTOMROOF TRUSSESSIMPSON OR EQUAL MSTC52 STRAP FROM (2) FULL HEIGHTSTUDS ABOVE ACROSS FLOOR SPACE TO (2) FULL HEIGHTSTUDS BELOW @ EACH END OF WALL PANEL ON BL GA)BALLOON FRAME GABLEEND WALL W/ 2x8 TSL/LSLSTUDS @ 8" O.C.(3)9.25" LVLSHED STRINGERR=5KR=5K(1)+(2)(1)+(2)(1)+(2)(1)+(2)(3)(3)(3) BEARING STUDSBETWEEN RIDGE &HEADERCEILING ELEV =127'-4"+/-CUSTOM STEELSADDLE PLATEHANGER (10K)STEEL TUBE OR PLATESHIM TO FLANGEGABLE RIDGEELEV = 129'+/-LVL (SEE PLAN)STEEL I-BEAM(SEE PLAN)ELEV = 129'-5.5"+/-MAIN RIDGEELEV = 132'-7"+/-2x10 RAFTERS2x6 CRIPPLE WALLBOLTED TO TOP OFBEAM W/ 0.5" BOLTS@ 32" O.C. STAGGERED2x4 KICKERBRACES @ 48" O.C.GYM RIDGE DETAIL5"2"6"2"5.25" INSIDELVL (SEE PLAN)0.375" THICK PLATE EACHSIDE OF LVL & BOTTOMPLATE W/ (2)0.5" DIAM THRUBOLTS, WELD PLATES TOSTEEL BEAM WEB3/16"10"3/16"5"Project Name:Manchester ResidenceProject #:24-005Site Address:210 Bederwood DrivePage S4 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.comUPPER FLOOR PLAN(NOT TO SCALE)REVISED 5-31-24: SPORTCOURT ROOF ADDED Project Name:Manchester ResidenceProject #:24-005Site Address:210 Bederwood DrivePage S5 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.comIRC CS-PF PORTALFRAME DETAILR602.10.6.4(NOT TO SCALE) Project Name:Manchester ResidenceProject #:24-005Site Address:210 Bederwood DrivePage S6 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.comMISC IRC DETAILS(NOT TO SCALE)