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20180352 Plan 2506-3T Lot 7 Coles Calculations (1)
STRUCTURAL CALCULATIONS For Level Design, LLC For Mountain Terrace Builders Plan 2506/3T Cole's Landing Lot 7 Lateral & Vertical Design August 8, 2018 Project # 2018193 By PRECISE ENGINEERING INC. HAROLD HAHNENKRATT, P.E. SCOPE: Provide structural calculations for lateral and vertical design per the 2015 IBC. Plan to be built once at 15411. Coles Court SE, Ylem WA (Cole's Landing Lot 7) LOADS AND MATERIALS Roof. Comp Roofing Site Class 5.Opsf Pre-engineered Trusses @ 24" oc 2.9psf = I Roof Sheathing R 1.5psf Insulation = 4 1.2psf Wo 5/8" GWB Soil: 2.8psf 1500 PSF, Assumed bearing capacity Misc. = 1.5p9 = Dead Load = 14.9» 15psf = Snow Load = 25psf Wall: 2x6 Studs @ 16"oe Dead Load = 2x > 4x l Opsf Floor: I joists at 16"oe Dead Load = _ #lDF 12psf GLB Part. Load = IOpsf = 24f -v8 for cont. and cantilever. Live Load = Pc 40psf Wind: 110 MPH Exp. B 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 > _ #lDF GLB = 2444 for simple span = 24f -v8 for cont. and cantilever. Concrete: Pc = 2500psi Rebar = Grade 60 Design Maps Summary Report .. Design Maps Summary Report User—Specified Input Building Code Deference Document 2012/2015 international 131-1ilding Code (which utilizes USGS hazard data available in 2008) Site Coordinates 46.942451N, 122.624421W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/TTI Page 1 of 1 USGS-Provided Output S, = 1.251 g SMs = 1.251 g SDs = 0,834 g S, = 0.499 g SF„ = 0.749 g Sol = 0.500 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. AICER Respanse Spectrum IA3 110 1J7 I J)1 091 1) 7N CIO 0,52 034 0.A, 0,II - (0:0 Q)X) 0:,3) 040 QA0 0.93 .1 P) I;al 1,40 lit) 120 210) N. -AW, T (,xv d D.eskgrl Response Spectrum fl l?a p ' fJ,}3 p. Int Peri» , T fpe) Although this information is a product of the U,S, Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool Is not a substitute for technical subject -matter knowledge. https://prod02-eai-tliqu, lce.er.usgs.gov/desiglllllaps/us/sunlnlat-y.php? empla.te=miiiimal&la... 5/31/2018 ps30 Pitch Roof Wall 2:12 -7.2 17.76 3:12 -6.5 19.65 4:12 -5.7 21.5 5:12 -0.5 21.4 6:12 6.87 20.3 >7:12 13.3 19.4 Wind Loading: ps=XKZtpS30 ASD ps = .6 AKZtps30 Wind Speed Exposure Roof Pitch X= 1 KZt = 1 Simplified (ASCE 7-10 Chapter 28 Part 2) 110 mph B 5:12,7:12 ps30 = 13.3 (Roof) 21.4 (Wall) ASD ps = 8.0 (Roof) 12.8 (Wall) Seismic Loading: SDS 0.834 Ps = Section 12.4,12.8 ASCE?-10 Ei,=rQt, Qh=V V= CSW Cs=SDS/1.4R E=(1.3SDS/1.4R)W Minimum Loading 8.0 (Roof) 16.0 (Wall) (ASD) Minimum Loading 4.8 (Roof) 9.6 (Wall) R = 6.5 (Wood Shear Wall) R = 1.5 (Cantilever Column) V= 0.119 Wt. (Wood Shear Wall) V= 0.477 M. (Cantilever Column) r=1.3 ERIOR DOORWAY SHALL — IAN 134' BELOW THE TOP OF IVIDED THE DOOR, OTHER STORM OR SCREEN DOORS OVER T14E LANDING, IRC I 40'-0' 5' 6 5'('.—_-1.0,. 3'-0' 5'-6' .. l'_6' f� ------- WRAP P.T. 6 x 6 POST TO 12' COLUMN W/ CAP d BASE TRIM TYP. WRAP P.T. 6 x 6 !' 1- P W/ ST TO 12' COLUMN I — T CAP BASE IM TYP. PAT O m CONC. (/ GOVI 2 3 i 4' CONC. NFARTN I NOP AREA/ 3R[)_ WRAP P.T. 6 x 6 POST TO 12' COLUMN W/ CAP d BASE TRIM TYP. PLATFOF 5 PROVIDE RE55URE RELIEF VALVE TO EXTERIOR AND INSTALL A PROVED 8-6EXPAN51 TAMC -- 4' BOLLARD STRAP TO WALL PER 2003 UPC SEC 5082 r� -- WALL �_ ( 2 CAR GARAGE 2'-4' 2'-6' 8' ' p1 1 � 36'' HIGH RAILIN 20 MIN. RATED DOOR - -' PER IRC. _ _ r________________ DINING ROOM -r —� -PROVIDE ONE LAYER %' GWB TYPE 'X' AT 10 286 CEILINGS COMMON WITH HABITABLE AREAS CARPET 1— - -WHERE THE SEPARATION 15 A FLOOR - 10' -8' X 14'-0' 1 0 ER CEILING A55EMBLY, CLAD ALL SUPPORT �- COLUMNS, BEAMS AND WALLS WITH ONE SLAT- TILE — LAYER'/�' GWB. 8'-8' ;9 -THE GARAGE SHALL BE SEPARATED FROM I —v, — .o THE RESIDENCE AND ATTIC AREA WITH NO 1 _ - LE55 THAN 'g' GWB ON THE GARAGE 51DE. 36' NIGH 4i WALL—,.,'— T�'.�y, ..11. 160Bd OND 505 XO 166 5.G. FX PI )p COVERED PORCH 3 <, 2 - o Co 4' CONC. - 3 II _LANDING AT EXTERIOR DOORWAY SHALL ,.f"''� - NOT-BE-MGRETNAN-'13Y-BELOItI-THE-1'OP-OF o _ DN THRESHOLD PROVIDED THE DOOR, OTHER :u _ — — -- - ---- _ t14AN..EYtERIOR-5TORM_OR-SCREEN_DOORS -- �.. 36' HIGH RAILING. DOES NOT SWING OVER THE LANDING. IRC PE IRC. — R311.43 ----'`WRAP P.T. 4 x 4 — P05T TO 12TAPERED COLUMN ON 16' BASE TYP. 2' 40'-0' A — DETECTORS MA -IN FLOOR, PLAN, ALL SMOKE DETECTORS WHERE INDICATED n 2012 Level Design, LLC. SCALE : 11V= V- MANUF. GAS FIREPLACE / — INS INSTALL PER MFRS. SFe'C5 _NOOK HARDWOOD (/ FLUSH NFARTN NOP AREA/ 3R[)_ AR TANDEM 4' CONC. GREAT ROOM o j So -151-01 n K — CARPET X 19'-6' ZN O UQl DW1G KITCI I - J ocr 24' X 18 MIN. HARDWOOD CRAWL ACCES PACE 8' 4'-2' ._..._....._...._,.__ ._..�.. ..,_...__...__.-REF.— p110V ' SD io RCHWAffi--- ,il — _J. 2 68 _ — j/ . FURN. WIN 1= PLATFOF 5 PROVIDE RE55URE RELIEF VALVE TO EXTERIOR AND INSTALL A PROVED 8-6EXPAN51 TAMC -- 4' BOLLARD STRAP TO WALL PER 2003 UPC SEC 5082 r� -- WALL �_ ( 2 CAR GARAGE 2'-4' 2'-6' 8' ' p1 1 � 36'' HIGH RAILIN 20 MIN. RATED DOOR - -' PER IRC. _ _ r________________ DINING ROOM -r —� -PROVIDE ONE LAYER %' GWB TYPE 'X' AT 10 286 CEILINGS COMMON WITH HABITABLE AREAS CARPET 1— - -WHERE THE SEPARATION 15 A FLOOR - 10' -8' X 14'-0' 1 0 ER CEILING A55EMBLY, CLAD ALL SUPPORT �- COLUMNS, BEAMS AND WALLS WITH ONE SLAT- TILE — LAYER'/�' GWB. 8'-8' ;9 -THE GARAGE SHALL BE SEPARATED FROM I —v, — .o THE RESIDENCE AND ATTIC AREA WITH NO 1 _ - LE55 THAN 'g' GWB ON THE GARAGE 51DE. 36' NIGH 4i WALL—,.,'— T�'.�y, ..11. 160Bd OND 505 XO 166 5.G. FX PI )p COVERED PORCH 3 <, 2 - o Co 4' CONC. - 3 II _LANDING AT EXTERIOR DOORWAY SHALL ,.f"''� - NOT-BE-MGRETNAN-'13Y-BELOItI-THE-1'OP-OF o _ DN THRESHOLD PROVIDED THE DOOR, OTHER :u _ — — -- - ---- _ t14AN..EYtERIOR-5TORM_OR-SCREEN_DOORS -- �.. 36' HIGH RAILING. DOES NOT SWING OVER THE LANDING. IRC PE IRC. — R311.43 ----'`WRAP P.T. 4 x 4 — P05T TO 12TAPERED COLUMN ON 16' BASE TYP. 2' 40'-0' A — DETECTORS MA -IN FLOOR, PLAN, ALL SMOKE DETECTORS WHERE INDICATED n 2012 Level Design, LLC. SCALE : 11V= V- Two Story Wind to Diaphragm Upper Plate Height Main Plate Height Floor Depth Diaphragm 8.1 Roof 9.1 Walls I Roof Ht. Wind Load Length 1-2 Roof 6.6 2.4 135.4 40.0 Upper 122.9 40.0 Wind 8 12.8 Total Load 5414.4 4915.2 SUM 10329.6 Roof Ht. Wind Load Length Total Load A -B Roof 1.33 4.3 118.0 43.0 5075.4 Upper 0 122.9 44.0 5406.7 B -C rf/upper 3.75 0.8 39.6 7.0 277.2 SUM 10759.3 P 4bal 1 / " rl 10 --k L/ tlkll Dt, U) L� IL Q Q U c m � C M LO rn Q �0 c w oLUa> = ' V) O c fL 0 U C (1) L .j Cr O O O a a N M M M M M `- CA c0 4- 4— `al +- 4- c O N o) LQ t LO a am Z cvj N •- N N a) cn U_ U_ U 00 N CO L 11 4 N N M Lci II U pp cn cn H e(D co 00� `t' U U >>� 0) 0 7 o a a a CA O N c 0 O M co N 0O O N r N E _ 00 00 I— d O co UO O to N I-- I` CA U) '0 O " N N N N co 4- 4- 4- v- co co t- O M d Q n Q. Lo M N 00 @ 00 i.o Ort' ) N co co O O t -- � co LLO Q co N M N r U U � Q .. C M U N E 0 N O CD CA M ti (fl co `_ o_ U 5 a)= U CII O O a 0 Lf) CO co � m "ML M (O CA U w m o t eo rn I� N E cn = `-' (0 Lo 11 (0 �- 0) Q O (n 03 L 00 C1 > O O O 00 N ED Q D Q m � O V) co `� () coCV) Otl- N N N N N O N U O O O O Lo M (\j ,N w Nt � M rt N N � OS U as O o a 0 a (n � 't -t �m O Opo (o -a rn o rn ccs 4-- "a 4— a Q ca - Lo co N N co •- N N CA N N O M Q I M N U U_ U U O N L CL U ? C10 CL q 14- 0- a U a a N oCt U r N Q CO U 0 o/ o/ o o\ o N o/ 00 / o G e e / r e / / G o\ m o\ co o o\ o/ # o/ o o$ e o / w & # & b e m E E = 2 o m \ 5 ....._...: / \ \ / / f 0 o/ m o\ c o o\ e o/ ¥ o% t- 00 / o / E E = m o m /�— r i \ \ / / # E 5 « 3 2 � m(oommov m U V N N In O mr�(o'IT t, cl O I() (D W m M V In I- U 03 N :) D ::) ::) O SSS S S 0 0QCfl m U UCl waan. U mMM 00 m Ip U M LO (0 M a M U a) m v M N 00 N 00 a0 m L M � U r W -b CO O O O O C C C G E S C I�(0 rO� NM hr O a N N M 00 N O MV h_ .- r' LF) W I-; Ln z aNO �O Z N M N Z: C,~ to N N(MO O M S o o co o 0 0 0 00 m o rno Nm 0)m m U 0 In O O N Ln M O W0) °2 V Mr N� M $ M (0 m 0') N Co. r q m � N 0) m cli ti �' N m N O Oco O O 00 00 M M � m VI � w m 0. O o O o 0 o O o T r N M r O O) N M N r N N N O V N L 00 a) com corn 00m S — Ntn OR C? O N OO co C14 ci O N ('M N V N M n m O ri In o M LQ V N N A m co O to O W N M Q O O O M Lo M Lo Lo In O O to In to M r NN O O O O O O O O O M r- M 0 I` coM r I� (00 r Lo V N In LO N M N L0 N N N LO j N Q W TYPICAL SIIEAR WALL NOTES Use 5/8" dia. by 0" Anchor Bolts (AB's) with single plates and 5/8" dia. by 1.2" 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 3 x3x 1 /4 plate washer. There shall be a minimuun of two bolts per piece or 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 5/8" diameter Simpson Titen HG bolts with minimum of 4" embedment into the existing concrete. All wall sheathing shall be 1/2" CDX plywood, 5/8" T1-11 siding, or 7/16" OSB with exterior exposure ghee and span rated "SR 24/0" or better. All fine 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 l Od conunon (8d common nails must be 0.131 inch diameter, Senco KC27 Nails are equivalent. If l Od common nails are called for the diameter must be 0.148 inches, Senco MD23 Nails are equivalent). Nail size and spacing at all sheathing edges shall be as required below or as in the drawings. Nail spacings shall be 12" o.c. for all field nailing except as noted. Hold downs are Simpson "Strong Tie" and shall be installed per the manufacture's recon miendation. Equivalent hold downs by United Steel Products Company "Kant -Sag" that have ICBO approval can be substituted in place of Simpson hold downs. 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 l Od's at 3" o.c. for each layer. All 4x studs are to be #2 DF and all 6x studs are to be #1 DF when used for hold downs and shear walls. FASTENERS IN CONTACT WITH PRESSURE TREATED LUMBER All fasteners including nuts and washers in contract with pressure treated lumber shall be hot - dipped zinc coated galvanized steel, stainless steel, silicon bronze or copper. Fasteners other than nails, timber rivets, wood screws and lag screws shall be permitted to be of mechanically deposited zinc coated steel in accordance with ASTM B 695, Class 55 minimum. Fasteners exposed to weather must meet the requirements of the pressure treating manufacture's minimum. IN ADDITON, the contractor shall coordinate connector/fastener coating requirements with recommendations from connector/fastener manufacturer and type of pressure treating chemical and retention being used. See Section 2304.9.5 of the 2012 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 IOd's shall be minimums of 3x flat. SHEAR fVALL SCHEDULE �o _..._... sheathing nailed with 8d's at 6" on center all edges. sheathing nailed with 8d's at 3" on center all edges. .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. HDU2 attaches to concrete foundation with a Simpson SSTB 16. HDU2 attaches to _f double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood Screws in wall above. HDU4 attaches to concrete foundation with a Simpson SSTB 20. HDU4 attaches to double 2x studs or 4x or 6x stud with (10) Simpson SDS 1/4 X 3 Wood Screws in wall above. FLOOR TO FLOOR STRAP `', VMSTA 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 a single stud in wall below or header/beam in framing below. Shear wall boundary member and Holdown member requirements will usually control member size. Install per Simpson's requirements. STRUCTURAL NOTES General Notes: These structural notes supplement the drawings. Any discrepancy found among the drawings, these notes, and the site conditions shall be reported to the Engineer, who shall correct such discrepancy in writing. Any work done by the Contractor after discovery of such discrepancy shall be done at the Contractor's risk. The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding with any work or fabrication. The Contractor shall coordinate between the architectural drawings and the structural drawings. The architectural dimensions are taken to be correct when in conflict with the structural drawings. The Contractor is responsible for all bracing and shoring during construction. All construction shall conform to the applicable portions of the latest edition of the International Building Code except where noted Design Criteria: 1. Live Load = 40 PSF (Floors) = 25 PSF (Snow) 2. Dead Load = 15 PSF (Roof) = 12 PSF (Floor) = 10 PSF (Walls) = 150 PCF (Concrete) 3. Partition = 10 PSF (Floors) 4. Wind = 2015 IBC Exposure B @ 110 mph 5. Earthquake = 2015 IBC Site Class = D Design Cat. = D Use Group = I R = 6.5 Cd = 4 W" = 3 6. 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 Concrete & Reinforcing Steel: All concrete work shall be per the 2015 IBC Chapter 19. 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 = 2500 PSI @ 28 day slump = 4" maximum, 6% Air entrained. 4. Garage slab and exterior slabs to have minimum thickness of 4" with 6x6 W1.41.4 WWF with vapor barrier. This is at the owner's option to reduce slab cracking. Crack control joints the responsibility of the contractor Steel: Carpentry: Anchor bolts shall be ASTM A307. 2X structural framing shall be #2 Douglas Fir. 4x structural members shall be #2 Douglas Fir. 6X members shall be #1 Douglas Fir. 2. Provide solid blocking in floor system below all bearing walls and point loads. 3. 2Xjoists 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. 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 L/480. 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) 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 6x6. 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 connector/fastener 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 2015 IBC for additional information. Hardware: All connection hardware shall be Simpson "Strong Tie". Connection hardware exposed to the weather or soil shall be treated as in steel above. CAUTION: PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE PER TRUSS COMPANY RECCOMENDATIONS. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING REQUIRED FOR PLACING TRUSSES. NOTE THESE DRAWINGS DO NOT INCLUDE ANY TEMPORARY SHORING OR BRACING. PRECISE ENGINEERING RECCOMENDS ALL SHORING AND BRACING BE DESIGNED AND DETAILED BY A LISENCED ENGINEER. CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS. COMMON TFU55E5 -R MFG. SPEC5. TY ❑ ❑ MFR CATHEDRAL TRU55E5 a 24' O.G. A4 PCCR MCI, =-A TYP ROOF FRAMING PLAN © 2006 CASCADE RESIDENTIAL DESIGN, INC. SCALE : 1% I'-0° ALL BEAMS AND HEADERS TO BE 6X8 DF 12 AT 2X6 BLARING WALLS, U.N.O., 6'-O' MAX. SPAN ALL BEAMS AND HEADERS TO BE 4XIO DF M2 AT 2X4 BEARING: WALLS, U.N.O., 6'-O' MAX. SPAN - SHADED AREAS INDICATE OVERFRAMING, 2X6 9 24° O.G., U.N.O. BEARING WALI-S ARE INDICATED AS SHADED WALLS PROVIDE VENTED BLOCKING AT REQUIRED TRUSS/RAFTER BAYS ALL MANUFACTURED TRUSSES: SIMP50N LGT2 Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the 'Printing & Title Block" selection. Title Block Line 6 Printed: 8AUG2016. 9:26AM Descriation : Roof frami Wood Beam Design: A _ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 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 31.20 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 k/ft, TO= 21.50 ft Design Summary Max Deflections Max fb/Fb Ratio = 0.788. 1 fb : Actual : 1,051.81 psi' at 2.500 ft in Span # 1 Fb : Allowable: 1,335.02 psi Load Comb: +D+S+H Max fv/FvRatio = 0.467: 1 fv : Actual : 96.59 psi at 4.400 ft in Span # 1 Fv: Allowable: 207.00 psi _D(0 3225) S(0.5375� Max Deflections Max fb/Fb Ratio = 0.185. 1 - -- --, 4 4x8 5.0 ft j Load Comb: +D+S+H Max Deflections Max fb/Fb Ratio = 0.185. 1 Max Reactions (k) D L Lr S W E H Transient Downward 0.043 in Total Downward 0.068 in Left Support 0.81 1.34 Ratio 1404 >240 Ratio 877 >240 Right Support 0.81 1.34 fv : Actual : 19.86 psi at 5.400 ft in Span # 1 Fv: Allowable: 207.00 psi LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in +D+S+H Ratio 9999 Ratio 9999 Total Upward 0.000 in LC: LC: Wood Beam Design: B Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 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 31.20 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 k/ft, Trib= 3.50 ft Desfpn Summary Max Deflections Max fb/Fb Ratio = 0.185. 1 fb : Actual : 246.56 psi at 3.000 ft in Span # 1 Fb: Allowable: 1,333.02 psi Load Comb: +D+S+H Max fv/FvRatio = 0.096: 1 fv : Actual : 19.86 psi at 5.400 ft in Span # 1 Fv: Allowable: 207.00 psi A- -------- __D_(o.05250)5(0 :08750)-__---_ A 4x8 6.0 ft Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.014 in Total Downward 0.023 in Left Support 0.16 0.26 Ratio 4991 >240 Ratio 3119 >240 Right Support 0.16 0.26 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block' selection. Title Block Line 6 Project Title: Engineer: Project Descr: F'tintod: 8 At1G 2018. 9:26AP:1 BEAM Size: 4x10, 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 31.20 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 k/ft, TO= 21.50 ft Design Summary Max fb/Fb Ratio = 0.758; 1 fb : Actual : 930.45 psi at 3.000 ft in Span # 1 Fb: Allowable: 1,227.30 psi F Load Comb : +D+S+H = 0.110. 1 Max fv/FvRatio = 0.431 : 1 146.76 psi at fv : Actual : 89.25 psi at 5.240 ft in Span # 1 Fv: Allowable: 207.00 psi +D+S+H Load Comb: +D+S+H 0.065: 1 Max Reactions (k) D L Lr S W E Left Support 0.97 1.61 Right Support 0.97 1.61 D H _D(0 3225) S(0 5375)77. _ �1� 4x10 1 6.0 ft Transient Downward 0.043 in Total Downward 0.068 in Ratio 1687>240 Ratio 1054 >240 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-1 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 Applied Loads 'i Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.0 ft Design Summary F Max fb/Fb Ratio = 0.110. 1 fb : Actual : 146.76 psi at 2.500 ft in Span # 1 Fb: Allowable: 1,335.02 psi Load Comb: +D+S+H Max fv/FvRatio = 0.065: 1 fv : Actual : 13.48 psi at 4.400 ft in Span # 1 Fv: Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E Left Support 0.11 0.19 Right Support 0.11 0.19 1,600.0 ksi Density 31.20 pcf 580.0 ksi D(o.0450) S(o.0750) 'i 4x8 5.0 ft F iwax Liu IUvuuunb H Transient Downward 0.006 in Total Downward 0.010 in Ratio 9999 >240 Ratio 6289 >240 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Project ID: Priv tell: 8 AUG 2018, 9:25MA Wood Beam Design': E _ _ Calculations per NIBS 2015, IBC 2015, CBC 2016, ASCE 7-10` 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 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 k/ft, Trib= 21.50 ft Design Summary Max fb/Fb Ratio = 0.196: 1 fb : Actual : 262.95 psi at 1.250 ft in Span # 1 Fb: Allowable: 1,340.42 psi 146.76 psi at 2.500 ft in Span # 1 Load Comb: +D+S+H Load Comb: Max fv/FvRatio = 0.160: 1 0.065: 1 fv : Actual : 33.04 psi at 1.900 ft in Span # 1 Fv: Allowable: 207.00 psi LC: S Only Load Comb: +D+S+H Transient Upward Max Reactions (k) D L Lr S W E Left Support 0.40 0.67 Right Support 0.40 0.67 ! _ _ i 2.50 rt Density 31.20 pcf H Transient Downward 0.003 in Total Downward 0.004 in Ratio 9999 >240 Ratio 7020 >240 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design;: F _ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 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 31.20 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 k/ft, Trib= 3.0 ft Des4gn Summary Max Deflections Max fb/Fb Ratio = 0.110: 1 fb : Actual : 146.76 psi at 2.500 ft in Span # 1 Fb: Allowable: 1,335.02 psi Load Comb: +D+S+H Max fv/FvRatio = 0.065: 1 fv : Actual : 13.48 psi at 4.400 ft in Span # 1 Fv: Allowable: 207.00 psi D(0.0450) S(0.0750) Max Deflections F 4x8 5.0 ft E H Transient Downward 0.006 in Total Downward Load Comb: +D+S+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.006 in Total Downward 0.010 in Left Support 0.11 0.19 Ratio 9999 >240 Ratio 6289 >240 Right Support 0.11 0.19 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Project ID: Pfinha: 8 nue 2018. 9:2.641 Wood Beam Design: G Calculations per NDS 2015, IBC 2015, CBG 2016, ASCE 7-10 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 31.20 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 k/ft, Trib= 6.0 ft Design Summary Max fb/Fb Ratio = 0.266; 1 fb : Actual : 355.17 psi at 2.750 ft in Span # 1 Fb: Allowable: 1,334.03 psi Load Comb: +D+S+H Max fv/FvRatio = 0.148: 1 fv : Actual : 30.69 psi at 0.000 ft in Span # 1 .................... D(0 090).S(0 150)___ _ ---- 44x8 5.50 ft Fv: Allowable: 207.00 psi at 5.375 ft in Span # 1 Fb: Allowable: 1,321.47 psi Load Comb: +D+S+H Max Deflections Max fv/FvRatio = Max Reactions (k) g L Lr S W E H Transient Downward 0.017 in Total Downward 0.028 in Left Support 0.25 0.41 Ratio 3780>240 Ratio 2362 >240 Right Support 0.25 0.41 D L Lr S W E Left Support 0.38 0.63 LC: S Only LC: +D+S+H 0.63 Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: H__ Calculations per NDS 2015; IBC 2015, CBC 2016, ASCE 7-10 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 31.20 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 k/ft, Trib= 4.70 ft Design Summary Max fb/Fb Ratio = 0,804; 1 fb : Actual : 1,062.85 psi at 5.375 ft in Span # 1 Fb: Allowable: 1,321.47 psi Load Comb: +D+S+H Max fv/FvRatio = 0,258: 1 fv : Actual : 53.36 psi at 10.177 ft in Span # 1 Fv : Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E Left Support 0.38 0.63 Right Support 0.38 0.63 D(0 07050) S(0.1175j F 4x8 10.750 ft rvian �cnUUL UI 1a H Transient Downward 0.200 in Total Downward 0.319 in Ratio 646 >240 Ratio 403 >240 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Project ID: Pdnted: 8 AUG 2018, 9:25AM 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 - PHI 1,350.0 psi Fv 180.0 psi Ebend- xx 1,600.0 ksi Density 31.20 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 k/ft, Trib= 2.0 ft Point: D = 0.2250, S = 0.3750 k @ 2.50 ft Design Summary Max fb/Fb Ratio = 0.203: 1 fb : Actual : 391.37 psi at 2.500 ft in Span # 1 Fb: Allowable: 1,335.02 psi Load Comb: +D+S+H Max fv/FvRatio = 0.128: 1 fv : Actual : 26.72 psi at 4.400 ft in Span # 1 Fv : Allowable: 207.00 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E Left Support 0.19 0.31 Right Support 0.19 0.31 D(0.030)IS(o.050) k 4x8 5.0 ft H Transient Downward 0.014 in Total Downward 0.022 in Ratio 4440>240 Ratio 2775 >240 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 1116 TJI 360 FLR J5T 916 1175 TJI 110 5 PLR J5T 916 FLR J5T 016' o.c. Fu] a a UFFER FLOOR FRAMING PLAN TJI 360 6ERIE5 2 J5T 016' oz. © 2006 CASCADE RESIDENTIAL DESIGN, INC. 5CALE : 1/4":: V-0" ALL DOOR/WINDOW HEADERS TO BE 6X8 DF"2 AT 2X6 BEARING WALLS , UN.O., 6'-O" MAX. SPAN ALL DOOR/WINDOW HEADERS TO BE 4XIO DM AT 2X4 BEARING WALLS, U.N.O., 6'-O' MAX. SPAN r Z Boise Cascade Single 11-7/8°' BCI® 902.0 DF iP"A MIF in J03 (Joist) BC CALC® Member Report Dry 1 span I No cant. 116 OCS I Repetitive I Glued & nailed August 8, 2018 09:29:53 Build 6578 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Code reports: ESR-1336 Company: B1 2 20-00-00 Total Horizontal Product Length = 20-00-00 B2 Reaction Summary (Down / Uplift) (lbs) % Allow % Allow Bearing Live Dead Snow Wind Roof Live B1, 2" 667/0 160/0 54.4% Hanger B2 Hanger 2" x 3-1/2" B2, 2" 667/0 160/0 Hanger Load Summary Live Dead Snow Wind Roof OCs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (lb/ft) L 00-00-00 20-00-00 Top 40 12 16 2 Partition Unf. Area (lb/ft') L 00-00-00 20-00-00 Top 10 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 4048 ft -lbs 42.4% 100% 1 10-00-00 End Reaction 827 lbs 54.4% 100% 1 00-00-00 End Shear 813 lbs 37.8% 100% 1 00-02-00 Total Load Deflection U541 (0.439") 66.5% n\a 1 10-00-00 Live Load Deflection L/671 (0.354") 71.5% n\a 2 10-00-00 Max Defl. 0.439" 43.9% n\a 1 10-00-00 Span / Depth 20.0 BC FloorValue® Summary BC FloorValue®.r..,f. , ,, r, rm , .".( Subfloor: 3/4" OSB, Glue + Nail Standard Enhanced Premium Subfloor Rating: Premium Controlling Location: 10-00-00 Cautions Header for the hanger Hanger is a Single 3-1/2" x 11-7/8" I -joist Header for the hanger Hanger is a Single 3-1/2" x 11-7/8" 1 -joist Notes Design meets User specified (U360) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Calculations assume member is fully braced. Hanger Manufacturer: Simpson Strong -Tie, Inc. BC CALC® analysis is based on IBC 2015. Composite EI value based on 3/4" 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 particular 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 Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTM, ALLJOISTO , BC RIM BOARDTM, BCI® , BOISE GLULAMTM, BC FloorValue® , VERSA -LAM©, VERSA -RIM PLUS©, % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Hanger 2" x 3-1/2" 827 lbs n\a 54.4% Hanger B2 Hanger 2" x 3-1/2" 827 lbs n\a 54.4% Hanger BC FloorValue® Summary BC FloorValue®.r..,f. , ,, r, rm , .".( Subfloor: 3/4" OSB, Glue + Nail Standard Enhanced Premium Subfloor Rating: Premium Controlling Location: 10-00-00 Cautions Header for the hanger Hanger is a Single 3-1/2" x 11-7/8" I -joist Header for the hanger Hanger is a Single 3-1/2" x 11-7/8" 1 -joist Notes Design meets User specified (U360) Total load deflection criteria. Design meets User specified (U480) Live load deflection criteria. Design meets arbitrary (1") Maximum Total load deflection criteria. Calculations assume member is fully braced. Hanger Manufacturer: Simpson Strong -Tie, Inc. BC CALC® analysis is based on IBC 2015. Composite EI value based on 3/4" 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 particular 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 Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC®, BC FRAMER®, AJSTM, ALLJOISTO , BC RIM BOARDTM, BCI® , BOISE GLULAMTM, BC FloorValue® , VERSA -LAM©, VERSA -RIM PLUS©, 'IBoise cascade Single 11-7/8" DCI® 90-2.0 DF Q�,' J03 (Joist) BC CALC@ Member Report Dry ( 1 span I No cant. 116 OCS I Repetitive I Glued & nailed August 8, 2018 09:30:44 Build 6578 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Code reports: ESR -1336 Company: B1 _......... .... , 20-00-00 Total Horizontal Product Length = 20-00-00 B2 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B 1, 4-1/4" 667/0 160/0 B2, 4-1/4" 667/0 160/0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (lb/ft) L 00-00-00 20-00-00 Top 40 12 16 2 Partition Unf. Area (lb/ft) L 00-00-00 20-00-00 Top 10 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 3896 ft -lbs 40.8% 100% 1 10-00-00 End Reaction 827 lbs 45.9% 100% 1 00-00-00 End Shear 797 lbs 37.1 % 100% 1 00-04-04 Total Load Deflection L/571 (0.408") 63.1 % n\a 1 10-00-00 Live Load Deflection L/708 (0.329") 67.8% n\a 2 10-00-00 Max Defl. 0.408" 40.8% n\a 1 10-00-00 Span / Depth 19.6 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material 61 Wall/Plate 4-1/4" x 3-1/2" 827 lbs 8.9 % 45.9% Douglas Fir B2 Wall/Plate 4-1/4" x 3-1/2" 827 lbs 8.9 % 45.9% Douglas Fir BC FloorValue® Summary BC FloorValueO P -11,11R. t L Subfloor: 3/4" OSB, Glue + Nail Standard Enhanced Premium Subfloor Rating: Premium Controlling Location: 10-00-00 Notes Design meets User specified (L/360) Total load deflection criteria. Design meets User specified (0480) 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 EI value based on 3/4" 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 particular 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 Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALCO, BC FRAMER©, AJSTM, ALLJOISTO , BC RIM BOARD -um, BCI@ , BOISE GLULAMTA4, BC FloorValue@ , VERSA -LAM@, VERSA -RIM PLUSO , Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Description : Upper floor framing Wood Beam Desicin': A t 2015, IBC 2015, CBC 2016, ASC BEAM Size: 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 41.750 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 = 0,0150, S = 0.0250 Wit, Trib= 22.50 it Unif Load: D = 0.080 k/ft, Trib=1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib=10.0 it Design Summary Max fb/Fb Ratio = 0.513: 1 fb : Actual : 1,652.55 psi at 5.000 ft in Span # 1 Fb : Allowable: 3,220.00 psi 0.149 in Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio = 0.402: 1 571 >360 fv : Actual : 131.92 psi at 9.033 ft in Span # 1 Fv: Allowable: 327.75 psi Total Upward Load Comb: +D+0.750L+0.750S+H Max Reactions (k) D L Lr S W E Left Support 3.19 2.00 2.81 Right Support 3.19 2.00 2.81 D�i3�t�S5) - - x 1,021.34 psi at 2.500 ft in Span # 1 5.25x11.875 10.0 ft r Max Deflections 1,021.34 psi at 2.500 ft in Span # 1 Fb : Allowable: H Transient Downward 0.149 in Total Downward 0.210 in Ratio 807 >360 Ratio 571 >360 LC: +L+S C: +D+0.750L+0.750S+H 4.233 ft in Span # 1 Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 Left Support LC: 1.41 LC: Wood Beam Design;: g Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10' BEAM Size: 4x10, Sawn, Fully Braced 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 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, TO= 22,50 ft Unif Load: D = 0.080 Wit, Trib=1.0 it Unif Load: D = 0.0220, L = 0.040 k/ft, Trib=10.0 ft Design Summary Max fb/Fb Ratio = 0.822: 1 fb : Actual : 1,021.34 psi at 2.500 ft in Span # 1 Fb : Allowable: 1,242.00 psi 1628 >360 Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio = 0.527: 1 fv : Actual : 109.17 psi at 4.233 ft in Span # 1 Fv: Allowable: 207.00 psi 9999 Load Comb: +D+0.750L+0.750S+H Max Reactions (k) D L Lr S W E Left Support 1.59 1.00 1.41 Right Support 1.59 1.00 1.41 S8:i1�3^ln-��s`LQ�s 4x10'!' 5.0 rt H Transient Downward 0.037 in Total Downward 0.052 in Ratio 1628 >360 Ratio 1153 >360 LC: +L+S C: +D+0.750L+0.750S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: Calculations per NDS 2015, IBC 21 BEAM Size: 3.5x11.875, VersaLam, 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 2800 psi Fc - Prll 3000 psi Fv 285 psi Ebend- xx 2000 ksi Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx 530120482 ksi Applied Loads Unif Load: D = 0.0220, L = 0,040 k/ft, Trib=10.670 ft Design Summary Max fb/Fb Ratio = 0.475.1 fb : Actual : 1,328.85 psi at 5.250 ft in Span # 1 Fb : Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.358: 1 fv : Actual : 101.90 psi at 9.520 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S Left Support 1.23 2.24 Right Support 1.23 2.24 Project ID: hinled: 0 AUG 2018, 10:31Nd ASCE 7-10 Density 41.75 pcf D(0.2347) L(0.4268) 1,328.85 psi at 5.250 ft in Span # 1 Fb : Allowable: 2,800.00 psi 3.5x1 1.875 10.50 ft +D+L+H lviax uenecuons W E H Transient Downward 0.120 in Total Downward 0.186 in Ratio 1050 >360 Ratio 677 >360 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design`: p Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 3.5x11.875, VersaLam, 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 41.750 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 = 0.040 k/ft, Trib=10.670 ft Design Summary Max fb/Fb Ratio = 0.475; 1 fb : Actual : 1,328.85 psi at 5.250 ft in Span # 1 Fb : Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.358: 1 fv : Actual : 101.90 psi at 9.520 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 1.23 2.24 Right Support 1.23 2.24 D(0.2347) L(0.4268) 3.5x11.875 10.50 ft H Transient Downward 0.120 in Total Downward 0.186 in Ratio 1050 >360 Ratio 677 >360 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 Project ID: Ili inled: 8 AUG 201 ti,1031AM Wood Beam Design': E Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 1.75x11.875, VersaLam, 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 41.750 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 = 0.040 Wit, TO= 1.330 ft Point: D = 0.410, L = 0.760 k @ 18.0 ft Design Summary Max fb/Fb Ratio = 0.4-51. 1 fb : Actual : 1,261.97 psi at 10.260 ft in Span # 1 Fb : Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.459: 1 fv : Actual : 130.84 psi at 18.050 ft in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) g L Lr s W E Left Support 0.30 0.55 Right Support 0.67 1.23 D(0 02926) L(0 05320) ___ ._ _._ 1.75x11.875 19.0 ft H Transient Downward 0.382 in Total Downward 0.591 in Ratio 597>360 Ratio 385 >360 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: F _ Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 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 31.20 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 k/ft, Trib=10,0 ft Unif Load: D = 0.040 k/ft, Trib=1.0 ft Design Summary Max fb/Fb Ratio = 0.444. 1 fb : Actual : 516.61 psi at 2.000 ft Fb: Allowable: 1,163.69 psi Load Comb: +D+L+H Max fv/FvRatio = 0.303: 1 fv : Actual : 54.62 psi at 0.000 ft Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S Left Support 0.52 0.80 Right Support 0.52 0.80 in Span # 1 in Span # 1 4xa " 4.0 ft W E H Transient Downward 0.013 in Total Downward 0.021 in Ratio 3685>240 Ratio 2233 >240 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. 3EAM Size: 3.5x11.875, VersaLam, 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 41.750 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 = 0.040 k/ft, Trib= 5.50 ft Unif Load: D = 0,080 k/ft, Trib=1.0 ft Point: D=0.1240, L = 0,2260 k @ 5.0 ft Point: D = 0.340 k @ 5.0 ft Desi.pn Summary Max fb/Fb Ratio = 0.427. 1 fb : Actual : 1,194.38 psi at 5.023 ft in Span # 1 Fb: Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.288: 1 fv : Actual : 82.07 psi at 0.000 ft Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S Left Support 1.36 1.33 Right Support 1.32 1.31 in Span # 1 ns D{0 12(AQPtYi 220) 3.5x11.875' 11.0 ft W E H Transient Downward 0.085 in Total Downward 0.176 in Ratio 1544 >360 Ratio 749 >360 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Wood Beam Design: H Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10' BEAM Size: 3.5x11.875, VersaLam, 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 41.750 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 = 0.040 k/ft, Trib= 1.330 ft Unif Load: D = 0.080 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 22.50 ft Design Summary Max fb/Fb Ratio = 0.413.1 fb : Actual : 1,328.56 psi at 4,250 ft in Span # 1 Fb: Allowable: 3,220.00 psi Load Comb: +D+S+H Max fv/FvRatio = 0.365: 1 fv : Actual : 119.66 psi at 7.537 ft in Span # 1 Fv: Allowable: 327.75 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E Left Support 1.90 0.23 2.39 Right Support 1.90 0.23 2.39 Max Deflections H Transient Downward 0.074 in Ratio 1372 >360 LC:+L+S Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.122 in Ratio 837 >360 LC:+D+S+H Total Upward 0.000 in Ratio 9999 LC: 3.5x 11.875 8.50 ft Max Deflections H Transient Downward 0.074 in Ratio 1372 >360 LC:+L+S Transient Upward 0.000 in Ratio 9999 LC: Total Downward 0.122 in Ratio 837 >360 LC:+D+S+H Total Upward 0.000 in Ratio 9999 LC: Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Title Block Line 6 Project Title: Engineer: Project Descr: BEAM Size: 5.5x12, GLIB, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: DF/DF Wood Grade: 24F - V4 Fb - Tension 2,400.0 psi Fc - Prll 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Fb - Compr 1,850.0 psi Fc - Perp 650.0 psi Ft 1,100.0 psi Eminbend - xx 950.0 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 3.0 ft Unif Load: D = 0.080 k/ft, Trib=1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, 4.0 to 12.0 ft, Trib= 4.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, Trib=1.330 ft Design Summary Max fb/Fb Ratio = 0.501 • 1 fb : Actual : 1,174.73 psi' at 8.071 ft in Span # 1 Fb: Allowable: 2,343.09 psi Load Comb: +D+L+H Max fv/FvRatio = 0.214: 1 fv : Actual : 56.60 psi at 0.000 ft in Span # 1 Fv : Allowable: 265.00 psi Project ID: Prinled: 8 AUG 2018, 10:31At,1 Density 31.20 pcf Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.266 in Total Downward 0.439 in Left Support 1.61 1.08 0.61 Ratio 731 >360 Ratio 444 >360 Right Support 1,60 1.06 0,61 LC' +L+S C +D+O 50L+0 50S H Transient Upward Ratio 0.000 in Total Upward 0.000 in 9999 Ratio 9999 LC: LC: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-1 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 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads �_— 5.5x12 16.250 ft AA Max fb/Fb Ratio Load Comb : +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.266 in Total Downward 0.439 in Left Support 1.61 1.08 0.61 Ratio 731 >360 Ratio 444 >360 Right Support 1,60 1.06 0,61 LC' +L+S C +D+O 50L+0 50S H Transient Upward Ratio 0.000 in Total Upward 0.000 in 9999 Ratio 9999 LC: LC: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-1 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 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0,0220, L = 0.040 k/ft, Trib=14,0 ft Design Summary Max fb/Fb Ratio = 0,328: 1 fb : Actual: 382.17 psi at 1.500 ft in Span # 1 Fb: Allowable: 1,165.38 psi Load Comb: +D+L+H Max fv/FvRatio = 0.257: 1 fv : Actual : 46.18 psi at 2.400 ft in Span # 1 Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 0.46 0.84 Right Support 0.46 0.84 _ _ _ D(0._30801.L{0,560L 4x8 3.0 ft ax H Transient Downward 0.006 in Total Downward 0.009 in Ratio 6239>240 Ratio 4025 >240 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: III -01 n1_01 —4a _44 S2 rVP. Ill-ol r 9.-0l *'-YRO. 11--101- FOUNDATION I FRAMING; PLAN @ 2006 CASCADE RESIDENTIAL DESIGN, INC. SCALE : 1/4'= 1'-0' —74 14 SLAB ON GRAD S2 TVP. 4'GONC- SLAB ON 4' COMP. FILL TIP, 51 'Q5_ —2) 14, X V 5CREENED RIM J015T VENT5 _TSIM __ 01 (14) REOT) Sim. 2 Zz�� — — — — -- — — — — — pr, F 74 il x ffil4 All 24 91h Til 110 OR 2XI05", TX 110OR 7XI0 FLR JIT LR J5T FLR JST6' -II ' 74 5M 24 CRAWL SPACE 15' MIK W1 6 MIL BLACK VAPOR BARB ER TYP. X1 52 52 o x �7< 2A– I Lh 4 . r_-_, li 51 5THI)14RJ 52 5111 10 4 414t BLOCK OJT FOR "Ic 24' X 1 5' MIN. CR4,'LL SPACE ACCE55 111- OR 2XI SLAB ON GRADE FLR J5T Cb'- 4 It 4 CCNC. ON 4: COMP. FILL5LA5 TYP. SLOPE 3/I&'/FTTCWAR[)DOORS T t 74 x --t 11 51 M 24 '4 i. ea 14F 2 I E BLOrK GUT FOR 16' DOOR L CONT. FCOTI% FHI)b Sl Ppob Sim 4'-2' 5THDI4 SLAB ON GRADE ' PHD6 4'CCNC. SLAB ON 4'GO' MP. FILL TYP. F U —4a _44 S2 rVP. Ill-ol r 9.-0l *'-YRO. 11--101- FOUNDATION I FRAMING; PLAN @ 2006 CASCADE RESIDENTIAL DESIGN, INC. SCALE : 1/4'= 1'-0' Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Description: MAIN FLOOR Project Title: Engineer: Project Descr: Project ID: 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 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 8,50 ft Design Summary Max fb/Fb Ratio = fb : Actual : 0.671 • 1 779.89 psi at 2.750 ft in Span # 1 D(0.1870) L(0.340) - Fb: Allowable: 1,161.50 psi H Transient Downward 0.040 in Total Downward 0.061 in Load Comb: +D+L+H Ratio 1667>360 4x8 1075 >360 Max fv/FvRatio = 0.374: 1 LC: L Only 5.50 ft fv : Actual : 67.39 psi at 0.000 ft in Span # 1 Total Upward 0.000 in Fv : Allowable: 180.00 psi Ratio 9999 f l Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.040 in Total Downward 0.061 in Left Support 0.51 0.94 Ratio 1667>360 Ratio 1075 >360 Right Support 0.51 0.94 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Transient Upward Ratio 9999 Ratio 9999 Ratio LC: 9999 LC: Wood Beam Design: B LC: LC: Calculations per NDS 2015, 113C 2015, CBC 2016, ASCE 7-10t 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 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib=10,0 ft Design Summary Max fb/Fb Ratio = 0.589. 1 fb : Actual : 684.35 psi at 2.375 ft in Span # 1 Fb : Allowable: 1,162.57 psi o(o zzo? L(o.4oZ Max Deflections Load Comb: +D+L+H Max fv/FvRatio = 0.361 : 1 fv : Actual : 64.99 psi at 0.000 ft in Span # 1 4x8 4.750 ft E H Transient Downward 0.026 in Total Downward Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Deflections Max Reactions (k) D L Lr S W E H Transient Downward 0.026 in Total Downward 0.040 in Left Support 0.52 0.95 Ratio 2200 >360 Ratio 1419 >360 Right Support 0.52 0.95 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Title Block Line 1 Project Title: You can change this area Engineer: Project ID: using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 _ hh(ed: 8AUG 2018, 1a:nNd ��IUI$1 Simple �eatTl File 01UerslFlaroldlDOCUME-11ENERCA-11PLAN25-h ECB p ENERCALC INC. 1983 2017, Build,10.17 12.10, Ver 10.17.1210 Woad Beam Design: _ --- Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10' 3EAM 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 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx Applied Loads Total Downward 0.046 in Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 4.250 ft Unif Load: D = 0.090 k/ft, Trib= 1.0 ft Unif Load: D = 0.0120, L = 0,10 k/ft, Trib= 2.0 ft Design Summary Total Upward 0.000 in Max fb/Fb Ratio = 0.608. 1 fb : Actual : 706.30 psi at 2.500 ft Fb: Allowable: 1,162.21 psi Load Comb: +D+L+H Max fv/FvRatio = 0.360: 1 fv : Actual : 64.86 psi at 4.400 ft Fv: Allowable: 180.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S Left Support 0.52 0.93 Right Support 0.52 0.93 in Span # 1 in Span # 1 1600 ksi Density 31.2 pcf 580 ksi n`�fl4�a1 4x8 5.0 ft F i Max Deflections W E H Transient Downward Ratio LC Transient Upward Ratio 0.029 in Total Downward 0.046 in 2039>360 Ratio 1306 >360 L Only LC: +D+L+H 0.000 in Total Upward 0.000 in 9999 Ratio 9999 LC: LC: Woad Beam Design: p Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 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 psi Fc - Prll 1350 psi Fv 180 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 8,0 ft Unif Load: D = 0.090 k/ft, Trib= 1.0 ft Unif Load: D = 0.0120, L = 0.10 klft, Trib= 6.0 ft Design Summary Max fb/Fb Ratio = 0.919. 1 fb : Actual : 1,068.63 psi at 2.084 ft Fb: Allowable: 1,163.40 psi Load Comb: +D+L+H Max fv/FvRatio = 0,614: 1 fv : Actual : 110.52 psi at 0.000 ft Fv: Allowable: 180.00 psi Load Comb : +D+L+H Max Reactions (k) D L Lr S Left Support 0.70 1.92 Right Support 0.70 1.92 in Span # 1 in Span # 1 ns 4x8 4.167 ft W E H Transient Downward 0.035 in Total Downward 0.048 in Ratio 1417>360 Ratio '1036 >360 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: VO_ BoiseCascade Single �-1� " 13CI® 5000-1.7 DF �� k, J04 (Joist) BC CALC@ Member Report Dry 11 span I No cant. 116 OCS I Repetitive I Glued & nailed August 8, 2018 10:34:53 Build 6578 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Code reports: ESR -1336 Company: 11-06-00 131 B2 Total Horizontal Product Length = 11-06-00 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 4-1/4" 383/0 92/0 B2, 4-1/4" 383/0 92/0 Load Summary Live Dead Snow Wind Roof OCS Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115% 160% 125% 1 Standard Load Unf. Area (lb/ft) L 00-00-00 11-06-00 Top 40 12 16 2 PART Unf. Area (Ib/ftZ) L 00-00-00 11-06-00 Top 10 16 Controls Summary Value %Allowable Duration Case Location Pos. Moment 1231 ft -lbs 50.1 % 100% 1 05-09-00 End Reaction 475 lbs 42.3% 100% 1 00-00-00 End Shear 446 lbs 30.2% 100% 1 00-04-04 Total Load Deflection L/874 (0.15") 41.2% n\a 1 05-09-00 Live Load Deflection L/999 (0.121 ") n\a n\a 2 05-09-00 Max Defl. 0.15" 15.0% n\a 1 05-09-00 Span / Depth 13.8 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material 131 Wall/Plate 4-1/4" x 2" 475 lbs 13.8% 42.3% Hem -Fir 132 Wall/Plate 4-1/4" x 2" 475 lbs 13.8% 42.3% Hem -Fir BC FloorValue® Summary BC FloorValue® ':,; H t :Nr.. K, wm f .,x.F, _ x Subfloor: 3/4" OSB, Glue + Nail Standard Enhanced Premium Subfloor Rating: Premium Controlling Location: 05-09-00 Notes Design meets User specified (U360) Total load deflection criteria. Design meets User specified (U480) 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 EI value based on 3/4" 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 particular 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 Installation Guide and applicable building codes. To obtain Installation Guide or ask questions, please call (800)232-0788 before installation. BC CALC@, BC FRAMER@ , AJSTM, ALLJOIST@ , BC RIM BOARDTM, BCI©, BOISE GLULAMTM, BC FloorValue® , VERSA -LAM@, VERSA -RIM PLUS@ ,