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Yelm Creek Estates Lot 2 Plan 2126-2 Eng CalcsSTRUCTURAL CALCULATIONS For Level Design, LLC For Rainier Capitol Group LLC Plan 2126-2 Lateral & Vertical Design September 27, 2021 Project # 2021198 By PRECISE ENGINEERING INC. HAROLD HAHNENKRATT, P.E. 9/27/2021 SCOPE: Provide structural calculations for lateral and vertical design per the 2018 IBC. Plan to be built once at Yelm Creek Estates Lot 2  LOADS AND MATERIALS Roof: Comp Roofing 5.0psf Pre-engineered Trusses @ 24” oc 2.9psf Roof Sheathing 1.5psf Insulation 1.2psf 5/8” GWB 2.8psf Misc. 1.5psf Dead Load = 14.9>> 15psf Snow Load = 25psf Wall: 2x6 Studs @ 16”oc Dead Load = 10psf Floor: I joists at 16”oc Dead Load = 12psf Part. Load = 10psf Live Load = 40psf Wind: 110 MPH Exp. B (Per building department) Seismic: Site Class = D Design Category = D Use Group = I R = 6.5 Cd = 4 Wo = 3 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 U.N. Seismic Design Maps 15716 View lar Ct SE, Yelmi, WA 98597, USA Latitude, Longitude: 46.9561541, -122.6070814 Page 1 of 3 OSH PD Date 511012421, 10:58:04 AM Design Code Reference Document ASCE7-16 z. 11 Site Class � M � 510 .... -•• w MCER ground motion. (for 0.2 second period) ,r }� IL) �lve 5E .. .:.. rz Site -modified spectral acceleration value Sul null -See Section 11.4.8 Site -modified spectral acceleration value SDS 0.863 Numeric seismic design value at 0.2 second SA Chad Or SE� Numeric seismic design value at 1.0 second SA p Y8E111 Central '9' Probabilistic risk -targeted ground motion. (0.2 second) Cir View Or 1.425 � Church of Christ 1.5 Factored deterministic acceleration value. (0.2 second) S1 RT 0.467 Probabilistic risk -targeted ground motion. (1.0 second) SSUH 0.523 Ga ogledew S1D 0.626 Factored deterministic acceleration valve. (1.0 second) Dr NW." : �:.. Map data 02021 Date 511012421, 10:58:04 AM Design Code Reference Document ASCE7-16 Risk Category 11 Site Class 0 - Stiff Soil Type Y Value Descriptions Ss 1.295 MCER ground motion. (for 0.2 second period) SI 0.467 MCER ground motion. (for 1.Os period) SMS 1.295 Site -modified spectral acceleration value Sul null -See Section 11.4.8 Site -modified spectral acceleration value SDS 0.863 Numeric seismic design value at 0.2 second SA Sol null -See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8 Seismic design category Fa 1 Site amplification factor at 0.2 second Fv null -See Section 11.4.8 Site amplification factor at i.0 second PGA 0.509 MCEG peak ground acceleration FPGA 1.1 Site amplification factor at PGA PGAm 0.56 Site modified peak ground acceleration TL 16 Long -period transition period in seconds SSRT 1.295 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.425 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1 RT 0.467 Probabilistic risk -targeted ground motion. (1.0 second) SSUH 0.523 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.626 Factored deterministic acceleration valve. (1.0 second) PGAd 0.509 Factored deterministic acceleration value. (Peak Ground Acceleration) CRs 0.908 Mapped value of the risk coefficient at short periods https:Hseismiemaps.org/ 5/10/2021 . ....... . . . ..... ANT CNA . .......... ........... . ..... ............ ..... ....... .. . ciAg GA --AGE -'k- FOEk WO T -T 4 -NTRY 6 x 1.-0 . .......... MAIN FLOOR PLAN @ 2019 Level Design, LLC. SCALE: 114' =1'-O' F AAk pF-2 4:- =? CCFQ,,UNr a ALS 'CW -W A- NZ BEARING LL4L-5 UN -0, 6 -0-1AX SPAN A -L C7OOR.1.-N000, TO CE 4xO PF Two Story Wind to Diaphragm Wind Upper Plato Height 8.1 Roof 8 Main Plate Height 9.1 Wails 12.8 Floor Depth 1 Diaphragm Roof Ht. Wind load Length Total Load 1-2 Roof 4.9 2.5 123.0 35.4 4306.4 Upper 122.9 35.0 4300.8 sum 8607.2 Roof Ht. Wind Load Length Total Load A -B rffupper 0 2.6 85.1 10.0 851.2 B -C Roof 1.9 4.3 121.4 31.5 3825.4 Upper 0 122.9 31.5 3870.7 C -D Roof 6 0.0 99.8 13.5 1347.8 Upper 4 122.9 13.5 1658.9 sum 11554.0 } f f9 j A"/ 13 -74 IvIf tow U) W Z -1 0 CD Q 0 J ,�= �1=#CL� 42�m d§2 hCL u o#nN kaa### a®2Aa2 ) 'Cl §R� // n TYPICAL SHEAR WALL .NOTES Use 5/8" dia. by 10" Anchor Bolts (AB's) with single plates and 518" 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 3x3x114 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 518" diameter Simpson Titen HG bolts with minimum of 4" embedment into the existing concrete. All wall sheathing shall be 112" CDX plywood, 518" T1-11 siding, or 7116" OSB with exterior exposure glue and span rated "SR 2410" 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 10d common (8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If 10d 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 92 DF and all 6x studs are to be #1 DF when used for hold downs and shear wails. FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER All fasteners including nuts and washers in contract with pressure treated lumber shall be hat -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 connectorlfastener coating requirements with recommendations from connector/fastener manufacturer and type of pressure treating chemical and retention being used. See Section 2304.10.5 of the 2018 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 10d's shall be minimum of 3x flat. SHEAR WALL SCHEDULE sheathing nailed with 8d's at b" on center all edges. sheathing nailed with 8d's at 2" on center all edges and 3x nominal studs at adjoining panel edges and nailing must be staggered. HOLD DOWN SCHEDULE 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. G� HDU2 attaches to concrete foundation with a Simpson SSTB 16. HDU2 attaches to X 3 Wood double 2x studs or 4x or 6x stud with (6) Simpson SDS 1l4 Screws in wall above. HDU4 attaches to concrete foundation with a Simpson SSTB 20. HDU4 attaches to 1l4 X 3 Wood double 2x studs or 4x or 6x stud with ( 10) Simpson SDS Screws in wall above. [� HDQ8 attaches to concrete foundation with a Simpson SSTB 28. HDQ8 attaches to in a 6x stud with (20) Simpson SDS 114 X 3 Wood Screws wall above. FLOOR TO FLOOR STRAP (D MSTA 49 Simpson MSTA 49 is a floor to floor strap that is centered on the rim joist. The strap attaches to a minimum of a single stud in the wall above and below. Shear wall boundary member and Holdown member requirements will usually control member size. Install per Simpson's requirements. Vertical Design STRUCTURAL NOTES Genera! 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 2esi n Criteria: 1. Live Load - 40 PSF (Floors) = 60 PSF (Decks) = 25 PSF (Snow) 2, Dead Load = 15 PSF (Roof) - 12 PSF (Floor) - 10 PSF (deck) - 10 PSF (Walls) = 150 PCF (Concrete) 3. Partition = 10 PSF (Floors) 4. Wind = 2018 IBC Exposure B @ 110 mph 5. Earthquake = 2018 IBC Site Class - D Design Cat. = D Use Group = I R = 6.5 Ca = 4 6 W, - Soil = 3 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 Concrete & Reinforcin Steel: 1. All concrete work shall be per the 2018 IBC Chapter 19. Tolerances shall be per IBC Chapter 19, Section 07. Mixing, placement, and inspection shall be per Sections 03, 04, 05, and 06. 2. All reinforcing shall be ASTM A615 Grade 60 except as shown on the plans. 3. Concrete shall be in accordance with ASTM 150. f'o = 2500 PSI @ 28 day slump = 4" maximum, 6% Air entrained. In order to minimize shrinkage cracks recommend that the w/o ratio be under 0.5. 4. Garage slab and exterior slabs to have minimum thickness of 4" with 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'x16' grid or as required by geometry. Steel: Careniry: Anchor bolts shall be ASTM A307. 2X structural framing shall be 92 Douglas Fir. 4x structural members shall be #2 Douglas Fir. 6X members shall be #1 Douglas Fir. 2. Provide solid blocking 1n floor system below all bearing walls and point loads. 3, 2X joists shall be kiln dried and stored in a dry area prior to installation. The moisture content of all wood shall be less than 15%. 4. Floor joists shall be by Boise Cascade or other approved manufacturer. Joist to be installed and braced per manufacturer's requirements. 5. 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. Girder trusses to have a minimum of bearing studs equal to number of plies of truss. All girder trusses shall have Simpson HGT tie down at either end to match number of plies. 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. Truss manufacturer to provide all over -framing as required per manufacturer's truss Iayout.. Coordinate with General contractor and Engineer of Record as required. 6. 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) 7. Continuous and cantilevered glue laminated beams shall not be cambered. All other glue laminated beams shall be cantilevered for L1480. See the framing plans for any exceptions. 8. All manufactured lumber shall be by Boise Cascade and have the following structural properties: Versa Lam (VL} (Fb = 2,800 PSI) (Fv = 280 PSI) (E - 2,000,000 PSI) (FcL = 750 PSI) g. Sheathing at roof and floor 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. Floor sheathing shall be nailed 6" o.c. edges and 12" field with 10d's and roof sheathing shall be nailed 6" o.c. edges and 12" o.c field with 10d's unless otherwise noted on the drawings. 10. Block and nail all horizontal panel edges at designated shear walls. 11. All beams to be supported by a minimum of a solid post that matches the width of the wall and the width of the beam unless noted otherwise. A 6x beam bearing in 2x6 wall will be a 6x5. Provide solid squash blocking to match in floor system and match post size in foundation. Contact Engineer of record for any deviations. 12. 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 connectorlfastener coating requirements with recommendations from connector/fastener manufacturer and type of pressure treating chemical and retention being used. See Section 2304.90.5 of the 2018 IBC for additional information. 13. 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 PERTRUSS 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. ROOF FRAMING PLAN ,4^•g Ax;,-•-�A��ES "> 35 SSS i & :]¢5. =d@`:: —L_5 - \�^.. 8 •G' "A.1. �.L\ A\p "- wv . SC •.k"� .".° A- :XA S= -a@\5 \:YA7� -^.Y_'WRIWI-4C..:x� S .R' C.w.4C SACC[ \ra A- R�':.. C� -6,-5524= _'e 3-' S • 3-"..� 4:13= n :� '-�"=6�7 .,-..�,," .5:r \S36 S cd�.✓4._ Precise Engineering Multiple Simple Beam Project Title: Engineer: Project ID: Project DeSCr: Description: Roof Framing Wood Beam Design: A -- Printed: 10 MAY 2421, 1:27PM Vile: Aran 2126--2 V66dL6t-4.ec5 ,ALC, INC. 1983-2020. Bulld:12.20.5.17 Calculations per NITS 2818, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Sending Wood Species : Douglas Fir - Larch Wood Grade: No.2 Fb -Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 klft, Tdb=17.0 ft Design Summary Max fb/Fb Ratio = 0.623-1 fb : Actual : 831,66 psi at 2.500 ft in Span # 1 Ratio Fb : Allowable : 1,335.02 psi LC: S Only Transient Upward Load Comb: +D+S+H 9999 Max fvlFvRatio = 0.369: 1 4.400 ft in Span # 1 Fv: Allowable: fv : Actual : 76.37 psi at 4.400 ft in Span # 1 +D+S+H Fv: Allowable: 207.00 psi D L Lr S W E Load Comb: +D+S+H 1.06 Right Support Max Reactions (k) o L Lr S W E H Left Support Support 0.64 1.06 Wood Beam Design: B BEAM Size 0 o.255g s 0.4250 d6c 4x8 ,yf► 5 -Oft x Deflections 831.66 psi at Transient Downward 0.034 in Ratio 1775 LC: S Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.054 in Ratio 1109 LC: +D+S+H Total Upward 0.000 in Ratio 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf Flo - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unit Load: D = 0.0150, S = 0.0250 klft, Trlb= 17.0 ft Design Summary Max fb/Fb Ratio = 0.623-1 fb : Actual : 831.66 psi at 2.500 ft in Span # 1 Fb: Allowable: 1,335.02 psi Load Comb: +D+S+H Max fv1FVRatio = 4.369: 1 fv : Actual : 76.37 psi at 4.400 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions jk) D L Lr S W E Left Support o.64 1.06 Right Support 0.64 1.06 _ ❑ v.255o s a.a25a PEN !' 4x8 -_ 5_aft -� H Transient Downward 0.034 in Total Downward 0.054 in Ratio 1775 Ratio 1109 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Precise Engineering Multiple Simple Beam Wood Beam Design: C Project Title: Engineer: Project ID: Project Descr: Printed: 10 MAY 2021, 1:27PIv1 FHE Plan lam!oto Software cmvripht ENERCALC, INC. 1983-2020. Build: 12.20.5.17 Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x6, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Pril 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksl Density 31.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Anolied Loads Unif load: D = 0.0150, S = 0.0250 k1ft, Trib= 3.0 It DesPgn Summar Max fb/Fb Rabo = 0.043. 1 fb : Actual : 63.75 psi' at 1.250 ft in Span # 1 Fb: Allowable : 1,341.71 psi 1,340.42 psi Load Comb : +D+S+H Load Comb : Max fv/FvRatio = 0.036: 1 fv : Actual : 7.48 psi at 2.050 ft in Span # 1 Fv: Allowable: 247.00 psi 4.61 psi at Load Comb: +D+S+H Fv: Allowable: Max Reactions (k) o L. Lr S w E Left Support 0.06 0,09 Right Support 0,06 0.09 Wood Beam Design: ❑ p(0-0454) S(O.075.01 , A 4x6 - 2.50 ft Max Deflections H Transient Downward 0.001 in Ratio 9999 LC: S Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.001 in Ratio 9999 LC: +fD+S+H Total Upward 0.000 in Ratio 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx AopMed Loads Unif load: D = 0.0150, S = 0.0250 klft, Trib= 3.0 It aesrgrr Summary Max fb/Fb Ratio = 0.027-1 fb : Actual: 36.69 psi' at 1.250 ft in Span # 1 Fb,. Allowable: 1,340.42 psi Load Comb : +D+S+H Max fv/FvRatio = 0.022: 1 fv : Actual : 4.61 psi at 1.900 ft in Span # 1 Fv: Allowable: 207.00 psi L Load Comb: +D+S+H Max Reactions tkj ❑ L Lr S W E H Left Support 0.06 0.09 Right Support 0.06 0.09 1,600.0 ksi Density 31.210 pd 580.0 ksi ❑Qo_oa00"X 5O] S{4.v7sv WA 2-50 ft Transient Downward 0.000 in Ratio 9999 LC: S Only Transient Upward 0.004 in Ratio 9999 LC: Total Downward 0.001 in Ratio 9999 LC: +D+S+H Total Upward 0+000 in Ratio 9999 LC: Precise Engineering Multiple Simple Beam Wood Beam Design: E Project Title: Engineer: Project ID: Project Descr: Software Printed:10 MAY 2021, 1:27PM INC. 1983-2020, Build:12.20.5.17 Calculations per NDS 2018, t8C 2018, CBC 2019, ASCE 7.16 BEAM Size: 4x8, Sawn, Pully Embraced Lasing Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Wood Grade: No.2 Fb -Tension 900,0 psi Fe - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf Fb - Compr 900.0 psi Fe - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Lin it Load: D = 0.0 150, S = 0.0250 kAt, Trlb= 2.50 It D_ eslgn Summary Max fb1Fb Ratio = 0.092-1 fb : Actual : 122.30 psf at 2.500 ft in Span # 1 Fb : Allowable : 1,335.02 psi Load Comb: +D+S+H Max fvlFVRatio = 0.054: 1 fv : Actual : 11.23 psi at 4.400 ft in Span # 9 Fv : Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions {k} Q L Lr S w E H Left Support 0.09 0.16 Right Support 0.09 0.18 ❑ 0.03754 S 0.05254 4x0 mlw� 5.0 ft Transient Downward 0.005 in Ratio 9999 LC: S Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.008 in Ratio 7547 iC:+D+S+H Total Upward 0.000 In Ratio 9999 LC: _j7 --k'. ez 1 Precise Engineering Project Title: Engineer: Project ID: Project Descr: Printed: 10 MAY 2021, 1:41 PM -.. a Ptan ff LV -2 VogaI .fit 4.ec6 Multiple � � rTIE pi Q Beam Software copyright EµERCAI.C, INC. 1983-2{120, E3ulld:12.20.5.17 ' Description, Upper floor framing Wood Beam Design: A Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 SEAM Size : 1.75x11.875, VersaLami Fu11y Braced Using Allowable Stress Resign with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb -Tension 2,840.4 psi Fc - PHI 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 kst Density 41.763 pcf Fb - Corner 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Ag lied Loads Unif Load: D = 0.0150, 5 = 0.0250 Wit, Tri b=19.0 ft Unif Load: 4 = 0.01 5o, Unit Load: D = 0.0960 klft, Trib=1.0 ft Unif Load: D = 0.0220, Unit Load: D = 0.0220, L = 0.0440 kilt, Trib= 2.0 ff_- Unit Load: D = 0.0220, L = 0,040 klft, 4.0 to 8.50 ft, Trib= 0.420 ft mlk ReSign Summar Design Summa Max fblFb Ratio = 0.499. 1 fb : Actual : 1,606.98 Psi at 3.500 ft in Span # 1 00i" Fb : Allowable : 31220.00 psi Fb: Allowable: Load Comb : +D+S+H 1.75x11.875 Max fv/FvRatia = 0.499: 1 163.64 psi at 6.020 ft in Span # 1 7•0 ft fv : Actual : Fv : Allowable: 327.76 + psi Load Comb: +D+$ Max,ap�lections Transient Downward 0.062 in Total Downward 0.100 in NM E Max Reactions (k) g Lr 1 66 0.28 Ratio 1362 Ratio 840 Left Support 1.49 Right Support 1.49 0.28 1.66 LC: +L+S LC: +D+S+H Right Support 2.90 .3 Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC Wood Beam Design : B NDS 2018, IBC 2018, CBC 2019, ASCE 7.16 Calculations per BEAM Sixe 3.5x11.875, Versal-arn, Fully Unbraced ASCE 7-10 Load Combinations, Major Axis Bending Using Allowable Stress Design with Wood Grade: Versa Lam 2.0 2800 West Density 41.760 pcf Woad Species : Boise Cascade Fb - Tension 2,800.0 psi Fc - PHI 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi 1,950.0 psi Eminbend - xx 1,036.83 ksi Fb - Compr 2,800.0 Psi Fc - Perp 750.4 psi Ft Applied Loads Unif Load: D = 0.0960 Wft, 4.0 ft to 8.50fl, Trib=1.0 ft Unif Load: 4 = 0.01 5o, S = 0.0250 k1ft, 4.0 to 8.50 ft, Trib= 8.50 ft Unif Load: D = 0.0220, L = 0.040 Off 0.0 to 4.0 ft, Trib=1.330 ft Unit Load: D = 0.0220, L = 0,040 klft, 4.0 to 8.50 ft, Trib= 0.420 ft Point: D =1.490, L = 0.280, S =1.660 k @ 4.0 ft Point: D =1.530, S = 2.550 k C? 4.0 ft Design Summa Max fb1Fb Ratio = fb : Actual : 0.538; 1 1,678.30 Psi at 3.998 ft in Span # 1 Fb: Allowable: 31119.95 p+5 H psi Load Comb Max fv/FvRatio = tv : Actual 18 054 Pd i at 5.&25 ft in Span # 1 Fv : Allowable : psi Load Comb +R3+735 Lr W Max Reactions tk} 0 L Left Support0161.66 56 Right Support 2.90 .3 ,PL-oa926) L.(0,o5320)., ,DF�L4( A 3.5x11.875 .3.5x11.875 6.50 ft 2.0 ft - ,{ luf ax neflectians H Transient Downward 0.045 in Total Downward 0.0075 in Ratio 1735 Ratio LC: +L+S LC: +D+S+H Transient Upward -0.043 in Total Upward -0.068 in Ratio 1108 Ratio 734 LC: +L+S LC: +D+S+H Precise Engineering Project. Title: Engineer: Project ID: Project Descr: Printed: 10 MAY 2021, 1:41 PM _ -_ - -- Fi�Pla 11--2�a1 61 Lot M L in p l e Simple Beam Snftwore comeght ENERCALC, INC.19B3-202o, BuIld:12.20.5.17 ' Wood Beam Design: C Calculations per NOS 2018,113C 2016, CIBC 7019, ASCE 7-16 SEAM Size : 5.5x15, GLB, Fully Un race Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: DFIDF Wood Grade : 24F - V4 cf Fb -Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.4 psi Ebend- xx 1,800.0 ksi Density 31.210 p Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Erninbend - xx 950.0 ksi Avloki Loads UT14 Load: 4 = 0.01 50, S = 0,0250 kift, 0.0 ft to 6.0 ft, Trio= 3.50 It Unif Load: D = 0.0220, L = 0.040 klft, 6.0 to 16.250 ft, Tdb= 5.60 It tlnif Load: D = 0.1250 klft, 6.0 to 16.250 ft, Trill 1.0 ft Unit Load: D=0.0150, 5 = 0.0250 ktft, 6.0 to 16.250 ft, Tril} 3.90 ft Point: D=2.90, L=0.310, S=3.510k@6.0ft Design Summar Max fb/Fb Ratio = 0.738; 1 fb : Actual: 1,965 .42 .33 Psi at 6.013 ft in Span # 1 Fb: Allowable: +1J6663.42 psi .7505+H Load Comb Max fvfFvRatio = 0.350.1 fv : Actual: 106.55 psi at 0.000 ft in Span # 1 Fv : Allowable: + 304.76 H psi Load Comb Max Reactions (k) Q L- Lr 3 W ' Left Support 3.08 0.69 2.08 92 2.96 Right Support Wood Beam Design : ❑ agyp, :k[ p�0 l]525q S 0.08756 t- 5.5xi 5 16.250 ft - .� ax ections 152.22 psi at 1.750 ft in Span # 1 H Transient Downward 0.336 in Ratio 580 LC: +L+S Transient Upward 0.400 in Ratio 9999 +285-00 W F LC: Total Downward 0.530 in Ratio 368 C. +D+0.750L+0.750S+H Total Upward 0.000 in Ratio 9999 LC: Calculations per NOS 2018, IBC 2418, CSC 2019, ASCE 7-16 i3AM Size : 1.75x19.875, Versaiam, Fully Braced Using Allowable Stress Design wifh ASCE 7-10 toad Combinations, s,r�Mdajor Axis LamBending 0 2800 West Wood Species: Boise Cascade2,000.0 ksi Fb Tension 2,800.0 psi Fc - Prll 3'07500.0 0 0 psi Ft 1,950 0 psi Ebend- xx - xx 1 Q36 83 ksi Density 41.760 pcf Fb - Compr 2,800.0 psi Fc - Perp ApQkgd Loads Unif Load: D=0.0220, L = 0.040 kift, Trip= 5.50 ft Design Summar C, = 0 054 • i Max fbiv Ra ro fb : Actual 152.22 psi at 1.750 ft in Span # 1 Fb: Allowable' 2,800. H psi Load Comb Max fv/FvRatio = 18 66 tat 2.520 ft in Span # 1 fv -.Actual Fv: Allowable : 85 H psi Load Comb +285-00 W F Max Reactions {k] Q L Lr 5 Left Support 0.21 0.39 Right Support 0.21 0.39 D0.121❑ LL --220 J� 4 1.76xt1.878 A Max Dile actions H Transient Downward 0.002 in Total Downward 9999 in Ratio 9999 Ratio LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0,000000 In Ratio 9999 Ratio LC: LC: Precise Engineering Multiple Simple Beam Project Title: Engineer: Project ID: Project Descr: Printed: 10 MAY 2021, 1:41 PM -- File: Plan t' 1�2 2Vogal tot 4.i:[� Software copyright ENERCALC, INC. 1983-2420. Build: 12.20,5.17 Wood Beam Design: E Calculations per N05 2418, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 1.750 1.875, Versal-am, Fully Braced Using Allowable Stress Design Wtfi ASCE 7-10 Load Combinations, Major Axis Bending Wood Species. Boise Cascade Wood Grade : Versa L.am 2.0 2840 West ksi Fb - Comprn 22 800.0 ,800.0 psi Fe - Perp 3.0011 50.0 psi Ft 1,950.0 si Fv 285.0 psi Emenbe dsi - xx 1 035 803 ksi Density 41.760 pcf Apoliedads URif Load: D = 0,0220, L = 0.040 Wit, Trib=1.330 ft Paint: D = 0.210, L = 0.390 k @ 2.0 ft Desi n Summa Max fblFb Ratio = 0.145-1 fb : Actual : 406.99 psi at 2.187 It in Span # 1 Fb: Atlowable : 2,800.00 psi Load Comb -- +D+L+H Max fvlFvRatio = fv : Actual - 0,177: 1 50.40 psi at 0.000 It in Span # 1 li : Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions {k} D L Lr 5 4v E. Left Support 0.27 0.51 Right Support 0.17 0.31 Wood Beam Design: F Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Siae : 5.25x11.875, Versal-am, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb- Tension 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.160 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Unif Load: D = 0.0220, L = 0-Q40 kilt, Trib= 6.50 ft Unit toad: D = 0.0220, L = 0,040 kli t, Trib= 0.670 ft Design Summary Max fh/Fb Ratio = 0.434+1 fb : Actual . _029M_L(o_05320).- -- __--- _-- Fb,. Allowable : 1 Z 1.75x11.875" j j Max fv1FvRatio = fv : Actual : F s.o ft - Fv : Allowable: H Max Deflections Transient Downward 0.020 in Total Downward 0.031 in Max Reactions {k} Ratio 4721 Ratio 3057 1.18 2.15 LC: L Only LC: +D+L+H 1.18 2.15 Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC. Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Siae : 5.25x11.875, Versal-am, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb- Tension 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.160 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Unif Load: D = 0.0220, L = 0-Q40 kilt, Trib= 6.50 ft Unit toad: D = 0.0220, L = 0,040 kli t, Trib= 0.670 ft Design Summary Max fh/Fb Ratio = 0.434+1 fb : Actual . 1,215.93 psi at 7.500 ft in Span # 1 Fb,. Allowable : 2,800.00 psi Load Comb : +D+L+H Max fv1FvRatio = fv : Actual : 0.246:1 70.D6 psi at 0.000 ft in Span # 1 Fv : Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions {k} 9 L Lr 5 W E Leff Support 1.18 2.15 Right Support 1.18 2.15 Fi - ------ j 5.25x11.875 l� 15-0 ft �� f Max Deflections H Transient Downward 0.224 in Total Downward 0.347 in Ratio 803 Ratio 518 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Precise Engineering Multiple Simple Beam Project Title: Engineer: Project I D: Project Descr: Printed: 10 MAY 2021, 1:41 PM INC. 1983-2020, Build -.12.20.5-17 Wood Beam Design: G Calculations per NDS 2018, IBC 2018, C8C 2019, ASCE 7.16 -BEAM Size : 8x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Grade: No.2 Woad Species : Douglas Fir _ Larch 300.0 ksi Density 31.210 pcf Fb -Tension 875.0 psi Fc- Prll 6psi Fv 470.0 psi Ebend- xx 1, Fb - Compr 875.0 psi Fc - Perp 62255.0 .0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi A kgLads Unif Load: D = 0.0220, L = 0.040 kilt, Trib= 7.50 ft Unif Load: D = 0.0960 kilt, Trib=1.0 It Unit Lvad: D = 0.0150, S = 0.0250 kfft, Trib= 3.0 ft Point: D =1.180, L = 2.50 k (&_ 0.750 ft ❑esi n Summa Irk Rat•la - 0 940. 1 Max ID fb : Actual : 820.40 psi at 1.583 ft in Span # 1 Fb : Allowable : 872.89 psi 9999 Load Comb: +D+L+H Max fviFvRatio = fv : Actual : Max fvlFvRatio = 0.913; 1 155.25 psi at 0.000 ft in Span # 1 fv : Actual : Fv : Allowable: I70 psi Load Comb Load Comb * w Max Reactions (k) Left Support g L Lr 1.77 2.88 0 �� Right Support 0.94 1.13 0.19 Wood Beam Design: H fix8 50 ft ax a Ions Transient Downward 0.041 in Total Downward 0.06 in Ratio 1464 Ratio 947 LC: +L+S LC: +D+L+H Transient Upward 0.000 in Total Upward 0. 000 in Ratio 9999 Ratio 9999 Lo: - LC: Calculations per NDS 2618, IBC 2018, CBC 2019, ASCE 7.15 BEAM Size : 4x8, Sawn, FiAy unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Sending Wood Species : Douglas Fir- LaTch Wood Grade : No.2 1,80(}.0 ksi Density 31.210 pcf Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Ft si Fv 180 0 psi Emeisi nnbe d - xx 580.0 ksi Fb - Compr 900.0 psi Fc - Perp AA lied Unif Load: D = 0.0220, L = 0,040 kilt, Tdb=1,330 fl Unif Load: D = 0.0960 kilt, Trip=1.0 ft Unif Load: D = 0.0150, S = 0.0250 kilt, TO= 3.0 ft Design Summary V. 0 088 1 Max fbir- Ra o fb : Actual : - 117.30 psi at 1.500 ft in Span # 1 Fb :Allowable : 1,339.32 psi 9999 Load Comb Max fviFvRatio = fv : Actual : 0,068: 1 14.17 psi at 2.400 ft in Span # 1 L Fv ;Allowable : 207.DO psil 0.000in Load Comb +D+0,750.+0.7505+H Max Reactions (k) D L Lr s w E 0^.11 Left Support Right Support 0.26 0-.08 0.26 0.08 0.11 Ni 4x8 �" loft - Max Defiec'ons Transient Downward 0.001 in Total Downward 0,003 in Ratio 9999 Ratio LC: +L+S C: +D+0.750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000in Ratio 9999 Ratio 9999 LC: LC: Precise Engineering Project Title: Engineer: Project ID: Project Descr: printed: 10 MAY 2021, 1:41 PM ----5 t oga ak�eefi Multiple Simple Beam Software copyright ENERCALC, INC. 1983-2a20, Suild:12.20.5.17 Wood Beam Design: 1 Calculations per NDS 2018, tBC 2018, CBC 2019, ASCE 7-16 BEAM Size 5.5x9, GLS Fully Unbraced Using Allowabe Stress Design with ASCE 7-10 Load Cam binations, Major Axis Bending Wood Species: DFIDF Wood Grade: 24F - V4 Fb - Tension 2400 psi Fc - Prli 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 31.21 pof Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950 ksi AA lied Unif Load: D = 0.0220, L = 0,040 kilt, Tdb= 6.50 it Unif Load: D = 0.09600 k1fl, Trib=1.0 It Unif Load: D = 0.0150, S = 0.0250 kift, Trib= 22.0 ft Design SummD fb1Fb R t' = 0 555 1 Max a �o fb : Actual : 1,521.13 psi at 4.000 ft in Span # 1 0.181 in Fb :Allowable : 9.32 psi +D+0.75QL+0.750S+H Ratio 529 Load Comb C: +D+0.750L+0.750S+H Transient Upward Max fviFVRatio = fv : Actual 11 99 psi tat 0.000 ft in Span # 1 Ratio Fv : Allowable : 304.75 psi 9999 D L Lr 5 W E Load Comb: +D+0.750L+0.7505+H Max Reactions N g L Lr 5 W E H Left Support Right Support 2.28 1.04 2.28 1.04 2.20 2.20 Wood Beam Design: J Max Deflections Transient Downward 0.125 in Total Downward 0.181 in Ratio 769 Ratio 529 LC: +L+S C: +D+0.750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 D L Lr 5 W E LC: 0.73 1.22 1.22 LC: ._ Calculations per NDS 2018, IBC 2418, CBC 2019, ASCE 7-16 BEAM Size : 5.5x9, G11-13, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood species: DFIDF Wood Grade: 24F - V4 Fb -Tension 2,400.0 psi Fe - PHI 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.210 pct Fb - Compr 1,850.0 psi Fc - Perp 850.0 psi Ft 1,1 DOA psi Eminbend - xx 950.0 ksi A li q °ads Unif Load: D = 0.0150, S = 0.0250 klit, Trib= 6.50 ft Design Summa Max fb/Fb Ratio fb : Actual: = 0.428; 1 1,181.82 psi at 7.500 ft in Span # 1 Fb : Allowable: 2,760.00 psi Load Comb: +D+S+H Max fv1FVRatio = fv : Actual 5 358 6 i at 14.300 ft in Span # 1 Fv: Allowable: 304.75 psi Load Comb: +D+S+H Max Reactions (k) D L Lr 5 W E Left Support 0.73 1.22 1.22 Right Support 0.73 ~� 0(0.09750) S(OA6?L5-L-�- WK ` 5.5x9 I I Max De�cbons H Transient Downward 0.309 in Ratio 581 LC: S Only Transient Upward 0.000 In Ratio 9999 LC: 15.0 ft Total Downward 0.495 in Ratio 363 LC:+D+S+H Total Upward 0.000 in Ratio 9999 LC: Precise Engineering Project Title: Engineer: Project ID: Project Descr. PNnted: 10 MAY 2021, 1:41 PM IIe PP an 2 2 22 Vagal LaIt4.66 Multiple 5 i m pl Beam softw,re ht ENr:RCALC, INC. 1983-2020, Build: 12,20.5.17 >. AFA Wood Beam Design: K Calculations per NDS 3018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Sixe : I Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch wood Grade: No.2 Fh - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf Fb - r, 9o0.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 klft, Tr&- 6.50 ft Unif Load: D = 0.0960 kift, Tdb=1.0 ft Unif Load: D = 0.0150, S = 0.0250 klft, Trib=17.0 It Do Summar Fb Rto t' = 0590-1 Max fb! a fb : Actual : 788.81 psi at 2.000 ft in Span # 1 Fh :Allowable : +p+p.7750L+0.750S+H Load Comp Max fv/FvRatio = fv : Actual --p 119.14.576 i at 0.000 ft in Span#1 Fv :Allowable : Load Comb L+0.7505+H +D+0 750 Max Reactions (k) P L Lr S VS1 E Left Support Right Support 0.99 0.52 0.99 0.52 0.85 0.85 ------------- I 4x8 � 4.0 ft —Max Deflections H Transient Downward 0.022 in Total Downward 0.033 in Ratio 2151 Ratio LC: +L+S Transient Upward 0.000 in Ratio 9999 LC: .C: +D+0.750L+0.7505+H Total Upward 0.000 in Ratio 9999 LC: Precise Engineering Wood Beam DESCRIPTION: Beam L Project Title: Engineer: Project ID: Project Descr: CODE REFERENCES Moment Values Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Maximum Deflection Max Downward Transient Deflection Sherr Valuos � Load Combination Set: ASCE 7-10 Ratio = Max Upward Transient Deflection Material Properties -0.015 in Ratio= J - Analysis Method: Allowable Stress Design Fb+ _ 2,800.0 psiFb 2,800.0 psi Load Combination ASCE 7-10 Fc - PAI 3,000.0 psi Wood Species : Boise Cascade Fc - Perp Fv 750.0 psi 285.0 psi Wood Grade ; Versa Lam 2.0 2800 West R 1,950.0 psi I t l t sional buckling 256.50 Pdnted: l0 MAY 2021, 1:a2PM B n 2 2 VogaRot-ei- .C, INC. V83-2020, Build: 12.20.5.17 E : Modulus of Elasticity Ebend-xx 2,000.Oksi Eminbend - xx 1,035.83 ksi Density 41.760pcf Beam Bracing : Beam is Fully Braced against a era - or V....----------- . _.... a�5 a1 0 0.044 U0.08) ❑(O.05870�10_ 74 0.1 868 � I I 2 7x11.875 7x11.875 7x11.875 Span = 5.250 ft Span = 6.0 ft Span = 18.750 ft .._........_ _ _-_......__.__.__...._..........____.._..____.......__.W_..___.___ ................ .................._................................._.._................._....._...........__._..____._..._....,.,.._-.,..,,. - Apl7liedLUadS_ Service loads entered. Land Factors will be applied for calou atfons. Beam self weight calculated and added to loads Load far Span Number 1 Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 2.670 it, (floor) Load for Span Number 2 Uniform Load: D = 0.0220, L = 0.040 ksf, Tributary Width = 4.670 ft, {floor} Load for Span Number 3 Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 0.670 ft, (floor) Point Load : D =1.28{1. L = 0.260, S =1.660 k @ 7.50 ft, (Beam 6) Uniform Load : D = 0.0220, L = 0.040 ksf, Extent = 0.0 as 7.50 ft, Tributary Width = 2.0 ft, [50 It, (floor)Uniform Load : D = 0.0220, L = 0.040 ksf, Extent = 7.50 » 18.750 ft, Tributary Width = 3.250 ft, DE$IGN_SvinRM1�7RRY............................................. ........._........ _........._......... _........_.............. .... .......... ._... ......__............................. - 0.33 1 Maximum Shear Stress Ratio Maximum Bending Stress Ratio section used for this span 7xi 1.875 Section used for this span 1,077.18 psi 3,220.00 psi Load Combination +D+0750L-+9.7503 Load Combination 6.000ft Location of maximum on span Location of maximum on span - S #where maximum occurs Span # 2 Span # where maximum occurs = pan Moment Values Maximum Deflection Max Downward Transient Deflection Sherr Valuos � 0.222 in Ratio = Max Upward Transient Deflection Pb -0.015 in Ratio= Max Downward Total Deflection 0.320 in Ratio = Max Upward Total Deflection _....... ....... ................ ... ... »0.021 in Ratio ................._................ ..... ......... Maximu_m_Forces & Stresses for Load Combinations Load Combination Max Stress Ratios C d C C i C r C m Segment Length Span # M V 256.50 FN 1.00 D Only Length = 5.250 ft 1 0.042 0.074 0.90 1,000 1.00 1.00 1.00 1.00 Length = 6.0 ft 2 0.205 0.136 0.205 0.136 0.90 0.90 1.000 1.00 1.000 1.00 1.00 1,00 1.00 Length =18.750 ft 3 1.94 34.96 256.50 1013>=360 4939 >=350 702 >=360 3411 >=360 -iFtiian C 0.221 :1 7x11.875 = 72.39 psi 327.75 psi +D+0.750L+0.750S 6.000 ft Span # 2 Moment Values Sherr Valuos � C t CL M fb Pb �V N F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.46 106.18 2520.00 i m 18.87 256.50 1.00 1.00 7.10 517.80 2520.00 1.94 34.96 256.50 1.00 1.00 7.10 517.80 2520.00 1.94 34.96 256.50 Precise Engineering Wood Beam DESCRIPTION: Beam L Load Combination Segment Length +Q+L - Length = 5.250 ft Length = 6.0 It Length =18.750 K +D+S Length = 5.250 ft Length = 6.0 It Length =18.750 ft +D+0.750L Length = 5.250 ft Length = 6.0 ft Length =18.750 ft +D+4.759L+0+750S Length = 5,250 ft Length = 6.0 ft Length = 18.750 ft +0,600 Length = 5.250 ft Length = 6.0 ft Length =18.750 It Project Title: Engineer: Project Ia: Project Descr: Printed: 10 MAY 2{121, 1.42PM _mile: Pian L12Y-2'ego 0tKT ___._­ rurorai r wr 19RL9r19n Ruild:i220.5.17 Max Stress Ratios Moment Values- _ Span M V Cd CFV Ci Cr Cm C t CL M 1b -Fb- - 00 100 0.00 0,061 0,098 1.00 1,000 1.000 1,00 1.00 1,00 1.00 1.00 1.00 1, 1.00 1,00 2.33 169.57 2800.00 0.330 0.219 1.00 1.000 1.00 1,00 1.00 1.00 1.00 12.66 922.68 2800.00 0.330 0,219 1.00 1.000 1.00 1.00 1.00 1.00 1,00 12.66 922,66 20.00 3.08 55.54 356.25 1.000 1,00 1.00 1.00 1.00 1,00 4.01 72.39 0.00 0.051 0.112 1.15 1.000 1.00 1.00 1.00 1.00 1.00 2.70 197.11 3220.00 0.267 0.175 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.78 858.76 3220.00 0.267 0.175 1.15 1.000 1.00 1.00 1.00 1.00 1.00 11.78 858.76 3220.00 10.242 ft 0.0000 in 0.000 1.000 1.00 1.00 1.00 1.00 1.00 3.000 It 0.0000 in 0.00 0,044 0.072 1.25 1.000 1.00 1.00 1.00 1.00 1.00 2.11 153.43 821.46 3500.00 3500-00 0.235 0.156 1.25 1,000 1.00 1.00 1.00 1A0 1.00 1.00 1.00 11.27 11.27 821.46 35060,00 0.235 0.156 1.25 1.000 1.00 1.00 1.00 0.0062 in 2 .956 ft 0.0000 in 00 +D+0.750L+0.7505 3 1.000 1.00 1.00 1A 1.00 1-00 ft +M.750L+0.750S 1 0.069 0.119 1.15 1.000 1.00 1.00 1.00 1.00 1.00 3,04 221.46 1,077.18 3220.00 3220.00 0.335 0.221 1.15 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 14.78 14.78 1,077.18 3220-00 0.335 0.221 1.15 1.000 1.000 1.00 1.00 1.00 1.00 1.00 1.00 ft S Only 0.00 0.014 0.025 1.60 1.000 1.00 1,00 1.00 1.00 1.00 0.87 63.71 4480.00 0.069 0.046 1.60 1.000 1.00 1.00 1.00 1.00 1.00 4.26 310.68 4480.00 0.069 0.046 1.60 1.000 1.00 1.00 1.00 1,00 1.00 4.26 3`10.68 4480.00 Shear Values V tv Fly 0.00 0.00 0.00 1.56 28,06 285.00 3.45 62.40 285.00 3.46 62.40 285.00 0.00 0.00 0.00 2.03 36.69 327.75 3.18 57.43 327.75 3.18 57.43 327.75 0,00 0.00 0.00 1.43 25.76 356.25 3.08 55.54 356.25 3.08 55.54 356.25 0.00 0.00 0.00 2.17 39.12 327.75 4.01 72.39 327.75 4,01 72.39 327.75 0.00 0.00 0.00 0.63 11.32 456.00 1,16 20.98 456.00 1.16 20.98 456.00 Overall Maximum Deflections _ Max, •{ pefi Location in Span Lead Combination Span Max. "' Dell Location in Span Load Combination OA000 0.000 +D{0.752L+0.75US 1 2 0.0062 0.0000 2.956 2,956 +D+0.750L+0.7505 -0.0211 3.782 3.782 +D+0,750L+0.750S 3 0.3204 10.084 0,0000 Maximum Deflections for Load Combinations J Max, Upward Deft Location in Span Span Max. Downward Deft Location In Span Land Combination 1 02036 in 2.956 it 0.0000 in DA00 ft R Only 3 0,1538 In 10.084 ft 0200 in 0.000 It ❑ Only 1 0.0053 in 2.912 It 0.0000 in 0.000 ft +D+. 3 0.2767 in 10.242 ft 0.0000 in 0.000 ft �� 0.0050 in 3.000 It 0.0000 in 0.000 ft +D+S 1 3 0.2534 in 9.769 ft 0.000 in to 0.000 0,000 It It. +0+8 1 0.0047 in 2.912 It 0.0000 0.000 It +D+9.750L 3 0.2459 in 10,242 ft 0.0000 in 0.000 tt +D+0,750L 1 0.0062 in 2 .956 ft 0.0000 in +D+0.750L+0.7505 3 0.3204 in 10.084 0.0000 In 0.000 ft +M.750L+0.750S 1 0.0018 in 2.956 tt a 00000 in 0.000 ft +0.608 0.0923 in 10.084 ft 0.0000 in 0.000 It +0.60D1 1 0.0020 in 3.044 ft 0.0000 in 0.000 ft S Only 3 0,0999 in 9.454 ft 0.0000 in 0.000 ft S Only 1 0.0023 in 2.866 ft 0.0000 In 0.000 ft L Only 3 0.1231 in 10.399 ft 0.0000 in 0.000 ft L Only 1 0.0043 In 2.956 ft 0.0000 in 0.000 0.000 a ft +L+S 3 0.2221 in 10.084 ft 0.0000 in �� Support natation : Far left is #1 Values in KIPS J _Vertical Reactions Support 1 Support 2 Support 3 Support4 Load Comtrination 1.007 -2.332 .T3-8--2 .339 Overall MA)(imum 0.238 -'1.106 2 2.233 0.414 Overall M1Nimum 0,495 -1.106 3.824 1.126 Onty D Ont R 0.939 -1.499 7,076 2.329 L 0.733 -2.332 6.057 1.541 +D+ 0.828 -1.401 6.263 2.028 +D+0.750L 1.007 -2.320 7.938 2.339 +D+0.750L+6.7565 0.297 -0.664 2.294 0.676 +0.606 0.444 -0.393 3.252 1,203 L Only 0.238 -1.225 2.233 0.414 S Only E3alse Ca5Carfe �� Single 7" x'11.718" VERSA-LAMO 2.0 3100 DF 171301 (Floor Beath) December 2, 2019 14:14:'{7 BC CALC® Member Report Dry 12 spans i No cant, Build 7480 Jab name: ��� 1,� File name: Address: Description: City, State, Zip: Specifier: Customer.Designer: Harold Hahnenkratt Cade reports: F,SR-1040 Company: Precise Engineering Inc �.._._.- w.W._._.�..._.._.�......�_.__..,Tr nsoo.on _. _ 18.08-00 B1 62 Total Horizontal Product Length 2d 2"9.40 Reaction Summary (Down 1 Uplift) (lbs) BearingLive Dead Snow wino Roof 1�e S1, 4-114" 5561897 01785 01788 B2, 3-112" 305210 348210 2017 f 0 1331 4-914" 12.45110 113910 43110 Live Dead Snow Wind Roof Tributary Load Summary Live Tag Dascrl tion Lead a Ref. Start End LOC. 100% 9d°I° 115% 190% 125% 00-00-00 0 Self -Weight Unf. Lin. (IbItt) L 00-00-00 24-09-00 Top 21 04-08-01 1 floor Unf, Area (Iblft2) L 00-00-04 06-00-00 Top 40 22 02-08-00 2 floor Unf, Area (lb/ft') L 06-00-00 13-06-00 Top 40 22 03-11.01 3 FLOOR Unf. Area (lbMI) L 13-06-00 24-09-00 Top 40 22 nla 4 $eam B Conc. Pt. (lbs) L 13-06-00 '13-35-00 Top 280 128fl 1660 Controls Summa lowable Duration Case Locatlon Pos. Moment 12051 ft -lbs 24.6% 115% 15 14-01-04 Neg. Moment -14064 ft -lbs 28.7% 115% 13 06-00-00 End Shear 2028 lbs 12.8% 100% 3 23-04-14 Cont. Shear 38841bs 21.4% 115% 13 07-01-10 Hole #1 Shear Moment 1706 lbs 35.7% 115% 15 03-00-00 Hole #2 Shear Moment 944 lbs 19.8% 115% 20 15-00-00 Hole #3 Shear Moment 2423 lbs 50.7% 116% 13 08-00-00 Hole #4 Shear Moment 1207 lbs 29.0% 100% 3 21-09-00 Total Load Deflection U716 (0.309") 33.5% nla 15 15-09-06 Live Load Deflection LI1359 (0,163") 26.5% nla 30 15-08-13 Total Neg. Deft. U999 (-0.024") n1a n1a 15 03-07-05 Max Deft. 0.309" 30.9% n1a 15 15-09-46 Span I Depth 18.7 Hole Location Valid Hole Sum nary Center Elevation Ref. Height Width Shape Orientation HBI 43-0o-oo 5.938" L 3-3/4" Circular Horizontal H02 15-00-00 5.938" L 3 Circular Horizontal Hoa 08 -0o -o0 5.938" L 3-314" Circular Horizontal H04 21-09-00 5.938" L 3-314" Circular Horizontal % Allow % Allow Bea rjp $la Oft5 ❑1m. i xW value Su ort Member Material B1 Wall/Plate 4-114" x 7" 0 lbs Ma nla Hem -Fir 61 uplift 2050 lbs B2 Wa111Plate 3.1/2" x 7" 7284 lbs 47.6% 39.50k Douglas Fir 83 Wall/Plate 4-11A")(7" 239E lbs 19.9% 10,7% Hem -Fir Page 1 of 2 flotsO Cnsoadc Single T' x11-7/8" VERSA -LAMS] 2.0 3100 IAF F1301 (FIRor Beam) 2 spans No cant. December 2, 2019 1414:17 Ci BC CALL® Member Report Dry P { Build 7484 File name: Job name: Description: Address: Specifier: City, Skate, Zip: Designer: Harold Hahnenkratt Customer. Company: Precise lrngineedng Inc Code reports: ESR"1040 Cautions Uplift of -2050 lbs found at bearing BI. Notes Design meets Code minimum pm) Total load deflactien criteria. Design meets Code minimum (L1360) Live load deflection criteria. Design meets atbitrary (IK)Maximum Total load deflection criteria. Calculations assume member Is fully braced. BC CALCO analysis is based on 113C 2015. Design based on Cary Service Condition, Disclosure Use of the Boise Cascade Software Is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must he reviewed and veritled by a qualified engineer or other appropriate expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular appitcation. The output here is based on building code -accepted design properties and analysis methods. Installation of 136156 Cascade engineered wood products must be In accordance with current Installation Guide and applicabte bultding codes. To obtain Installation Guide or as4 questions, please at (800)232-0788 before Installation. SC CALC®, BC FRAMER+, AJST111, ALLJOIST®, SC RM BOARD". BCI@ , SOISEGLULAMT"' RC FloorVaIMO, VERSA -LAM@, VERSA -RIM PLUS@ , Page 2 of 2 Precise Engineering Project Title: Engineer: Project ID: Project Descr: Printed: 10 MAY 2021, i:43PM Software copyright ENERCALC, INC 1983-2024, Bulld:12.20.5.17 Multiple Simple Beam d�' r Description . lJpper floorframing cont Wood Beam Design: Beam L simple Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 746 BDAM Site : 7x11.875, VersaLam, Fully Llnhraced Axis Using Allowable Stress Design with ASCE 7-10 Load CombinationinGrade r Versa BLamending 2 0 2800 West cf Wood S : Boise Cascade Fb-=n 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,00..0 ksi Density 41.760 p Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi Eminbend - xx 1,038.83 ksi Aonlied Loads Unif Load' D = 0.0220, L = 0.040 klfi, 0.0 tt to 7.250 It, Trib= 2,670 It Unif Load: D = 0.0220, L = 0.040 kfft, 7.250 to 18.50 ft, Trib= 3.920 It Point: D =1.280, L = 0.260, S =1.660 k @ 7.250 ft Desi n Summa D{0.05874 L 0{ 1462 .-...- __�� X8824 L�p;f558 Max fblFb Ratio = 0.443; 1 fb : Actual : 1,402.97 psi at 7.277 ft in Span # 1 Fb: Allowable: 3,166.64 psi 7x11.875 �+^ Load Comb: +D+0.750L+0.7505+H 18.50 ft Max WIFvRatio = 0.166: 1 fv : Actual : 54.54 psi at 0.000 ft in Span # 1 Fv: Allowable: 327.75 psi Max �efk- tons Load Comb : +D+0.750L+0.7505+H p t Lr s W E H Transient Downward 0.441 in Total Downward 0.544068 m Max Reactions (k) Ratio 554 Ratio Left Support 1.42 1.37 1.01 Right Support 1.26 1.48 0.65 LC: +L+S C: +D+0.75DL+0.7505+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 Wood Beam Design* M LC: t.C. Calculations per NDS 2018, 1BC 2018, CBC 2019, ASCE 7.16 BEAM Sias : 4x6, Sauvn, Fully LJnbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Woad Species: Douglas Fir -Larch Wood Grade: No.2 Fb -Tension 900.0 psi Fc - Pr11 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31,216 pc Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Aiaplied Loads Unif Load: D = 0.0220, L = 0.044 klft, Trib= 7.20 ft Design Sumrnar IFb Ratio = 0 293. 1 Max fb fb : Actual : sat 1.500 ft in Span # 1 341.52 pi ' P Fb: Allowable : 55 psi Load Comb +D6L Max fvlFvRatio = fv ; Actual : 0.203: 1 36.52 psi at 2.550 ft in Span # 1 Fv : Allowable : 180 PSI Load Comb + H W Max Reactions (k) D L Lr 5 Left Support 0.24 0.43 Right Support 0.24 0.43 D 9.1584) 4x6 3.0 ft AAax 4efiectivns �l Transient Downward 0.007 in Ratio 5296 LC: L Cniy Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.011 In Ratio 3417 LC; +D+L+H Total Upward ..000 in Ratio 9999 LC: Precise Engkneering Project Title: Engineer: Project ID: Project Descr: Multiple Simple Beam Wood Beam Design : N Printed: 10 JAAY 2021, 1 AVM fight ENERCALC, INC, 1983-2020, Build: 12.20.5.17 Calculations per NDS 2018,113C 2018, CBC 2019, ASCE 7-16 BEAM Size: 6x8, sawn, Fully Braced Using Allowable stress Design with ASCE 7-10 Load CombiWa�� GrMdeor Axis xi Sending Wood Species : Douglas Fir- Larch 300.0 ksi Density 31.210pcf Fb - Tension 875,0 psi Fc - Prli 600.0 psi Fv 170.0 psi Ebend- xx 1 Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi A lied d Loads Unif Load: D = 0.01.30, S = 0.0250 klft, Trib= 4,70 It Desi n Summa 0 764 9 Max fb1Fb Ratio - fb : Actual 165.44 psi at 2,750 ft in Span # 1 Fb ; Allowable: psi Load Comb +O0&26 Max fv/FvRatio = 4ua1 • 0.074: 1 14 54 psi at 0.400 ft in Span # 1 Fv -. Allowable: 195.50 psi Load Comb -- +D+S+H Max Reactions (k) 0 L Lr 32 W Left Support 0.19 0.0 32 Right Support 0.19 Wood Beam Design : 0 - D 0.07050 S 0-1-1-75L- 5.50 .1175 5.50 ft - -� 9 d - ax 17eflections Transient Downward 0.010 in Total Downward 4263 in Ratio 6821 Ratio LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0�.0000Og in Ratio 9999 Ratio LC: --LC- Calculations per IN 05 2018, ISC 2018, CBG 2019, ASCE 7-16 BEAM Size : 4x8, Sawn, Fuliy Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Woad Grader Axis Bending Wood Species . Douglas Fir - Larch No Fb - Tension 900 psi Fc - Prll 1350 psi Fv 585 psi Ebenbend - xx Fb - Compr 900 psi Fc - Perp 625 psi Ft Applied Loads Unif toad: 13 = 0,0220, L = 0.040 klft, Trlb= 6.50 ft Unlf Load: D = 0,0980 kilt, Trib=1.0 ft d' Q = 0 6150 s=00 250 klft Trib= 3.0 ft - 1600 ksi Density 31.21 pcf 580 ksi Und too . . Des + n Sumrna Max tb/FbRatio 166. 3 psi at 1,250 ft in Span # 1 fb :ActuaActual: Fb: Allowable : +D� H psi Load Comb: 4xs Max fvlFvRatio = 0.116:1 "" -$.son -1 fv :Actual : 20.90 psi at 1F --.900 ft in Span # 1 V_ Fv: Allowable: 180+00 psi Max Deflections - Load Comb -.+D+L+H Transient Downward 0.002 in Max Reactions (k) D L Lr S W E H Ratio 9999 Left Support 0.36 0.33 0.09 LC: +L+S Right Support 0.36 0.33 0.09 Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.003 in Ratio 9999 LC: +D+L+H Total Upward 0.000 in Ratio 9999 LC: Precise Engineering Multiple Simple Seam Project Title: Engineer: Project 1D: Project Descr: Printed: 10 MAY 2021, 1:43PM File:: Plan 2 2 5iogai161" 5ofhvare copyright ENERCALC. INC. 1983-2020, Build: 12.20.5.17 Wood Beam Design: P Calculations per NDS 2418,16C 2418, CBC 2419, ASCE 7-16 BEAM Size : 4x8, Sawn, Fully Unbraced Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Using Allowable Wood Species: Douglas Fir - Larch Fv Wood Grade: No.2 180 psi Ebend- xx 1640 ksi Density 31.21 pcf Fb - Tension 900 psi Fc - PAI 1350 psi 900 Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Fb - Compr psi Ar7plied Loads Unif Load: D = 0.0220, L = 0.040 klft, TO= 6.50 ft Unit Load: D = 0.0960 k1fl, Trib=1.0 ft Unif Load: D = 0.0150, 5 = 0.0250 klft, TO= 3.0 ft Paint: D = 0.5280, L = 0.960 k @ 1.250 ft __.._ Design Summa Maxfb/Fb Ratio = 0.455; 1 i ME Q fb : Actual : 530.31 psi at 1.250 ft in Span # 1 Fb : Allowable: 1,166.19 psi Load Comb: +D+L+H f Max fvlFvRatio = 0.360: 1 fv : Actual: 64.88 psi at 1.900 ft in Span # 1 —— Fv : Allowable: 180.00 psi Load Comb: +D+L+H L Maxecttans Transient Downward 0.005 in Total Downward in Max Reactions {k} p L Lr S W E Left Support 0.62 0.81 0.09 H Ratio 6361 Ratio 4435 Right Support 0.62 0.81 0.09 LC: +L+S LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Bolgre Cascade BC CALCO Member Report Build 7480 Job name: Addrass: City, State, Zip: Customer: Code reports: ESR -1336 Single 11-718" BCI® 5000-11 DF J01 (Joist) Dry 12 spans j No cant. 116 OCS I Repetitive { Glued & naiied File name: Description: Specifier; Designer: Harold Hahnenkratt Company: Precise Engineering Inc PASSES ] December 2, 2019 10:24:59 BC FloorVaitle0 Summar BCFiaorValue®; r" Subfioor, 314" QSi3 Glae +Mail Minimum F-nhanced Premium Subfloor Raking: Premium Controlling Locatiom 16-'11-11 Cautions Upilft of -428 ibs found at boarng C1. Page 1 of 2 133 Qc5 16 16 a�.uuoa 81 62 Total Horizontal Product Length = 25-06-00 Reaction Summary (Dawn I Uplift) (Ibs) Roof Live Bearin Live DGad snow B1, 4-114" 200 1 384 0144 B2, 3-112" 134210 32210 B3, 4-114" 54613 13410 sive Dead Snow Wind Roof Load Summary End lvo Loc. 14U°I° 90°I° 115% 160°I° 125°I Ta Oestri tion Load T e Ref. tJnf, Area Ob/ft') L Start C0-00-00 25-06-00 Top 40 12 1 Standard Load Unf. Area (tblftl) L 00-00-00 25 -m -DO Top 10 2 Part Controls $aroma Value °I° Allowable Duration Case Locatlon 3 Pos, Moment 2568 n -lbs 81.5% 1f70°Iv 100°I4 1 06-00-00 i`ieg. Moment -2791 ft -lbs 88.6% 100% 3 25_08-00 End t eacfion 676 lbs 47.4% 100% 1 06.44-00 Ink. Reaction 1634 lbs 74.0% 3 25-01-12 End Shear 646 lbs 39,8%100°l0 57.1% 100% 1 06-01-12 Cont. Shear 927 lbs L1472 (0.4891 u 3 16.05-05 Total Load Deflection 82.310 82rtla nla 6 16-05-05 Live Load Deflection 1..1583 (0.395') 3 03-07-14 Total Neg. Deft. L1999 (-0.027") 3 Ifs -05 05 Max Detl. p.4,89" 48.9% n1a Span 1(Depth 19.4 % Allow % Allow Bea riri 5u D1'tL5 Dim. Lx'tV Value5 2.9% Member0.9% Douglas Fr B1 WalllPlate 4-114" x 2" lbs BI Uplift WalllPiate 3-1/2!'X9" 428 !bs 1664 lbs 38.4°I0 74.0% C3ouglas Fir 132 B3 WaillPlafe 4-114" x 2" 676 lbs 12.7% 47,4% Douglas Flr BC FloorVaitle0 Summar BCFiaorValue®; r" Subfioor, 314" QSi3 Glae +Mail Minimum F-nhanced Premium Subfloor Raking: Premium Controlling Locatiom 16-'11-11 Cautions Upilft of -428 ibs found at boarng C1. Page 1 of 2 133 Qc5 16 16 �Baise Cascade 13C CALL® Member Report Build 7480 job name: Address*. City, state, Zip: Customer: Cade reports: ESR -11335 Single 11-718" BCI@) 60004.7 DI~ J01 (,joist) Dry 12 spans f No cant. I 18 OCS i Repetitive I Glued & nailed File name Description: Specifier: Designer: Harold Hahnenkratt i:mmnanv'. Precise Engineering Inc Notes Design meets User specified (Ll360) Total load deflectlon criteria. Design rneets User specified (U480) tAve load deflection criteria. oesign meets arbitrary (11") Maximum Total load deflection criteria. Calculations assume member is fully braced. BC GAL05 analysis is based on IBC 20115. Composite El value based on 314" thick osB sheathing glued and nailed to member. Design based on Dry Service Condition. Page 2 of 2 =PASSED Decernber Z 2019 10.20:59 Disclosure Use of the Boise Cascade 5o%vare Is subiect to the terms of the End User Llcense Agreement (EULA). completeness and accuracy of laput must be reviewed and verified Iby aisle qualified engineer or other aPp P expert to assure its adequacy, prior to anyone relying on such output as evidence, of suitability for a pariicuiar application. The output here Is based an building code -accepted design prmperltes and snatysis methods. instai(ation of Boise Cascade engineered wood products must be In accordance with ebuldinnt gllcodes, To Guide and applicable obtain lnstailation Guide or ask questions, please call (800)232-0788 before Installadon. Bc CAL* BC FRAMED, A3S"", ALL1OIST6 , BC RIM BOARD'". I3CIO , BWE GLULAM�°", BC FloorVaiueD VERSA -LAM©, VERSA -'RIM PLUS@ 5irfgle 1 i -7J8" BCI) 5500-13 ❑F [�A���® J01 (Joist) S R titive I Glued & nailed December 2, 2019 10;20:06 BC CALCO Member Report Dry 12 spans I No cant, 1 16 OC I epe Build 7480 File name: Job name: Address: Description: Speolfier: City, State, Zip: Customer: Deslgntar: Harold Hahnenkratt Code reports; ESR -1336 Company: Precise Engineering Inc ea.aa-ao '�2 B1 Total Horlxvntal Product Length M 25.05.04 Reaction Surnmary (Down I Uplift) {lbs} Rearm Live Dead Saiavr W 61.4-114" 2001382 4144 62, 3-112" 133910 32110 83, 4-114" 546/3 13010 Load Summary 2 Part Controls S'Llr9im" Pas. Moment Neg. Moment End Reaction int. Reaction End Shear Cont, Shear Total Load Deflection LIVa Load Deflgctian Total Neg, Defl. Max Dail. Span 1 Depth Live Oead SIiOW Wind Roof LSCS Live Land Typo Rof. Start End Loc. Ia0% 90% 16 Unf. Area {Iblft2} L 00-00-00 25-06-00 Tap 40 12 16 Unf. Area (lblitx) L 00 -OD -00 25-06-00 Tap 10 Value % Allowable Duration Case Location 2576 ft -lbs 57.3°/0 100% 3 17-42-14 •2772 ft -lbs 51.7% 100% 1 06-00-00 ' 677 lbs 47.5°1° 100% 3 25-05-00 16601Ibs 66.4% 100% 1 06-00-00 647Ibs 38.7% 1Do%Q 3 2501-12 928 lbs 55.3% 100°Io 1 06-01-12 U591(0.39") 60.9% nla 3 16.05-05 L1730 (0.3161 65.7% nla 6 16-05-05 LI999 (-0.021'; nla nla 3 03-07.14 0.39" 39.0% n!a 3 16-05-05 19.4 BC FioorValueO SU Amar SC FloorValue©: Subfloors 314" OSB, Glue + NO Minimum Enhanced Premium Subfiaor Rating: Premium Controlling Location: 16-11-11 Cautions Uplift of -425 lbs found at bearing 51. Page 1 of 2 °I° Allow % Allow Bearhu. Su orfs Dim. LxW Value 5u ort Member Material BI VUaiIIPlate 4-",14" x 2-9116" 1561 Ibs 2.3°I° 11.0°lo Uaaglas Fir B1 B2 Uplift Wali/Plate 3-912" x 2-9116' 425 !bs 1660 lbs 29.6% 66,4% Douglas FIT 53 WaIIIPlate 4-114" x 2-9115" 677 Ibs 9.9% 47.5% Douglas Fir BC FioorValueO SU Amar SC FloorValue©: Subfloors 314" OSB, Glue + NO Minimum Enhanced Premium Subfiaor Rating: Premium Controlling Location: 16-11-11 Cautions Uplift of -425 lbs found at bearing 51. Page 1 of 2 Boise onsogde BC CALCO Member Report Build 7480 Job name: Address: City, state, Zip: Customer: Cade reports: ESR -1336 Single 11-7l8" SCIS 6500-1.8 OF i0i (Joist) Dry 12 spans l No Cant. 116 oCS } Repetit€ve I Glued & na€fed File name: Desmiption: Specifier. Designer: Harold Hahnenkratt r:omnanv: precise Engineering Inc Notes Design meets User specifled eL13Ba) I etal load deflection criteria. Design meets User specified (L/486) live load deflection criteria. Design meets arbitrary (111) Maximum Total load deflection criteria. Calculations assume member is Fully braced. BC CALCO analysis is based on IBC 2015. Composite Irl value based on 3/4" thick CSB sheathing glued and nailed to member. Design based on Dry Service Condition, Page 2 of 2 PAF,S 0 December 2, 2019 'it 2(KS lise of the Boise Cascade Software Is subject to the terms of the End User License Agreament (FULA). Completeness and accuracy of input must be reviewed and verified by aiatg qualified engineer or other app expert to assure its adequacy, prior to anyone relying on such output as evidence of suitability for a particular application. The output here is based on building code -accepted design properties and amlysls methods. Installation of Boise Cascade engineered wood products must be In accordance with current Installation Gulde and applicable building codes. To obtain installation Guide of ask questions, please call {BOa}232-0798 before installation, BC CALCO, BC FRAMER} , AJS11', ALLJOIST®, BC RIM BOARD". BCI®, BOISE GLULAM-, BC FloorValus@ , VERSA -LAM®, VERSA -RIM PLLtS@ •� •j!��.', .: C -..c "F^...�----•--^'--..aye I �a �ti fi-3 I �S I 'roc 5�.P 7 I I __�..._ _. _._....._ ------------- 6' •Z' 6 •S• 9.9" :----.----............._._... .... _..... "._................... _.................... '3 9' _.._._...____-____....................._.�............_I FOUNDATION/ FRAMING FLAN - >�.: -, ._�~ c� �._., _ ._ �_�~ _ter-_•a=:� a�w•:s u I li I 67 u psi IL.R 9K ^3- " tires I n I 5L AB CN GRADE I 1 I I � �=-^__--'fir•— ,�...a_5"" �-•--�- .�! � "F^...�----•--^'--..aye I �a �ti fi-3 I �S I 'roc 5�.P 7 I I __�..._ _. _._....._ ------------- 6' •Z' 6 •S• 9.9" :----.----............._._... .... _..... "._................... _.................... '3 9' _.._._...____-____....................._.�............_I FOUNDATION/ FRAMING FLAN - >�.: -, ._�~ c� �._., _ ._ �_�~ _ter-_•a=:� a�w•:s Precise Engineering Multiple Simple Beam Project Title: Engineer: Project I d: Project Descr: SoRware Printed: 10 MAY 2021, 1:52PM INC. M3-2020. Bulld:12.20.5.17 Description : Main Floor Framing Wood Beam Design: A Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Weod Species: Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Pill 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pof Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi A;nioffed toads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib=11.50 ft Design Summary Max fb1Fb Ratio = 0.480.1 f : Actual : 558.09 psi at 2.000 ft in Span it 1 Fb : Allowabie : Fb : Allowable: 1,163.69 psi +D+L+H Load Comb: +D+L+H fv : Actual : Max fv/FvRatio = 0.328:'1 fv : Actual : 59.01 psi at 0.000 ft In Span # 1 Fv: Allowable : 180.00 psi Load Comb: +D+L+H Max Reactions (k) R L Lr S W E H Left Support 0.51 0.92 Right Support 0.51 0.92 Wood Beam Design: B _O(0^2530�L(0.48Q] ,Ip 4x8 4.0 R r '- Transient Downward 0.015 in Ratio 3204 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.023 in Ratio 2067 LC:+D+L+H Total Upward 0.000 in Ratio 9999 LC: Calculations per NDS 2618, IRC 2018, CBC 2019, ASCI" 7-16 BEAM Size: 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7--10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf Fb - Compr 900.0 psi Fe - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Apufied Loads Unif Load: D = 0.0220, L = 0.040 klft, Trib 5.0 ft Unif Load: D = 0.090 k#t, Trib 1.0 ft Unif Load: D = 0.0150, L = 0.040 kift, Trib= 2.0 ft Design Summary Max fb/Fb Ratio = 0.650-1 fb : Actual : 754.73 Psi at 2.750 ft in Span # 1 Fb : Allowabie : 1,161.50 psi Load Comb : +D+L+H Max fv/FvRatio = 0.362: 1 fv : Actual : 65.22 psi at 0.000 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb - +D+L+H Max Reactions (k) D L Lr 5 w Left Support 0.63 0.77 Right Support 0.63 0.77 4x8 Max Deflections t= b Transient Downward 0.033 in Ratio 2025 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.059 in Ratio 1111 LC:+D+L+H Total Upward 0.000 In Ratio 9999 LC: Precise Engineering Multiple Simple Beam Wood Beam Design: C Project Title: Engineer: Project ID: Project Descr: Software Printed: 10 MAY 2021, 1:52PM INC. 1983-2020, 13uiid:12.20.5.17 Calculations per NDS 2018, IBC 2418, CBC 2019, ASCE 7-16 BEAM Size: 4x8, Sawn, Fully Unbraaed Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir - Larch Wood Grade: No.2 Fb - Tension 900.0 psi Fc - Prll 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf Fb -Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0. 0220, L = 0,040 klft, Trib= 9.0 ft Unif Load: D = 0.090 Wit, TO= 1,0 ft Unif Load: D = 0.0150, L = 0.040 kifl, Trib= 2,0 ft Design Summary_ Max tb/Fb Ratio = 0.966; 1 fb : Actual : 1,121.74 psi at 2.750 ft in Span # 1 Fb : Allowable: 1,161.50 psi Load Comb: +D+L+H Max fvil=vRatio = 0.539: 1 fv : Actual : 96.93 psi at 0.000 ft in Span # 1 Fv : Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W F= Left Support 0.87 1.21 Right Support 0.87 1.21 Wood Beam Design: D TIM GkqR)AtQ,0Rr11 4x8 5.50 ft Max Deflections H Transient Downward 0.051 in Total Downward 4.088 in Ratio 1288 Ratio 748 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: LC:+D+L+H Total Upward 0.000 in Ratio 9999 LC: Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 BEAM Size : 4x8, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir -Larch Woad Grade: No.2 Fb - Tension 900.0 psi Fc - Pril 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.210 pcf Fb - Compr 900.0 psi Fc - Perp 625.0 psi Ft 575.0 psi Eminbend - xx 580.0 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 Will, Trib= 5.750 ft Unif Load: D = 0.090 Wit, TO= 1.0 ft Unif Load: D = 0. 0150, L = 0.040 klft, Trib=1.330 ft Design Summary Max fb1Fb Ratio = 0.496. 1 fh : Actual: 228.80 psi at 1.500 ft 1n Span # 1 Fb: Allowable: 1,165.38 psi Load Comb: +D+L+H Max fvlFvRatio = 0.154: 1 fv : Actual : 27.65 psi at 2.400 ft in Span # 1 Fv: Allowable - 180.00 psi Load Comb: +D+L+H Max Reactions {k} n L Lr 5 W g }3 Left Support 0.35 0.42 Right Support 0.35 0.42 ..................................... NONE" ,y9 4x8 ;w 3.6 ft Transient Downward 0.003 in Ratio 9999 LC: L Only Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.005 in Ratio 6724 LC:+D+L+H Total Upward 0.000 In Ratio 9999 LC: Precise Engineering Project Title: Engineer: Project ID: Project Descr. Multiple Simple Beam Software Wood Beam Design: FLOOR JOIST Printed: 10 MAY 2021, 1:52PM File: Plan _21164Wgal Lof 4.eci3 INC. 1983-2020, Build: 12.20.5.17 Calculations -per NDS 2018, IBC 2018, CBG 2419, ASCE 7.16 BEAM Size: 2x10, Sawn, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Hem Fir Wood Grade: No.2 Fib - Tension 850.0 psi Fc - Prll 1,300.0 psi Fv 150.0 psi Ebend- xx 1,300.0 ksi Density 26.840 pcf Fb - Compr 854.0 psi Fc - Perp 405.0 psi Ft 525.0 psi Eminbend - xx 470.0 ksi Applied Loads Wif Load: ❑ = 0.0220, L = 0.040 klft, Trib=1.330 ft Design Summark• Max fblFb Ratio = 0.909. 1 fb : Actual : 977.23 psi at 6.500 ft in Span # 1 Fb : Allowable: 1,075.25 psi Load Comb: +D+L+H Max fv/FvRatio = 0.343: 1 fv : Actual : 51.38 psi at 12.263 ft in Span # 1 Fv : Allowable: 150.00 psi Load Comb: +D+L+H Max Reactions 4kj 0 L Lr 5 W E Left Support 0.19 0.35 Right Support 0.19 0.35 D OJa2926 L 0.05320 2x10 13,0 ft Max Deflections Transient Downward 0.267 in Total Downward 0.414 in Ratio 583 Ratio 376 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Boise Cascade Single 9-112" BCi® 5000-1.7 DF .102 (.foist) 6EAS SED BC CALCO Member Report dry I 1 span I No cant 116 OCS I Repetitive I Glued & nalled December 2, 2019 't5:49:16 Build 7480 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Harold Hahnenkratt Code reports: ESR -1336 Company: Precise Engineering Inc B1 14-00n0 132 Total Horizontal Product Length =14 -0a -CIO Reaction Summary (Down 1 Uplift) {lbs} Bearing Live Dead Snow Wind Roof Llv© 131, 4-1/4° 46710 11210 82, 4-14' 46710 11210 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. start End Lac. 100% 9WA 11596 160% 125% 1 Standard Load Unf. Area (Ib/ftp) L 00-00.00 9400-00 Top 40 92 16 2 PART Unf. Area (Iblftx) L 00-00-00 14-00-00 Top 10 16 Controls Summary Value % Allowable Duration Case Location Pos. Moment 1860 ft-ibs 75.0% 100% 1 07-00-00 End Reaction 579 lbs 51.4% 100° 1 00-00-00 End Shear 549 lbs 37.2% 100°% 1 00-04-04 Total Load Deflection U496 (0.325") 72.6% Ma 1 07-00-00 Live Load Deflection U615 (0.252") 78.1% nla 2 07-00-00 Max Deff. 0.325" 32.5°% Ma 1 07-00-00 Span 1 Depth 16.9 % Allow % Alloy Bearing Supports bim. (LxW) Value Support Member Material _ r B 1 Wall/Plate 4.114" x 2" 579 lbs 16.8% 51.4% Idem -Fir B2 Wail/Plate 4-1/4'x 2" 679 lbs 16.8°% 51.4°% Hem -Fir _BC FloorValueO Summary BC FlcorValue©: Subfioor: 3/4'06B, Glue + Nail Minimum Enhanced Premium Subfioor Rating: Premium Controlling Location: 07-00-00 Notes Resign meets User specified (L/360) Total load deflection criteria. Design meets User specified (1-1480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Calculations assume member is fully braced. BC CALC® analysis is based on IBC 2015. Composite El value based on 314" thick OSB sheathing glued and nailed to member, Design based on Dry Service Condition. Page 1 of 1 Disclosure Use of the Boise Cascade Software is subject to the terms of the End User License Agreement (EULA). Completeness and accuracy of input must be reviewed and verified by a qualified engineer or other appropriate expert to assure Its adequacy, prior to anyone relying on such output as evidence of suitability For a padruiar application. The output here Is based on building code -accepted design properties and analysis methods. Installation of Boise Cascade engineered wood products must be in accordance with current Installe0n Guide and applicable building codes. To obtain Installation Gulde or ask questions, please call (800)232-0788 before installation. BGCALCO, BC FRAMER0, AJSnll, ALUOIST® , SC Rf M BOARD -, 60 t , BOISE GLULAMTd, BC FloorVaiue@ , VERSA-LAMQ), VERSA -RIM PLUSO,