Loading...
2020.0023 Schmier Triplex Structural CalcsSTRUCTURAL CALCULATIONS For Cynthia Schmier Two Story Triplex Lateral and Vertical Design September 21, 2020 Project # 2020225 By PRECISE ENGINEERING INC. HAROLD HAHNENKRATT, P.E. SCOPE: Provide structural calculations for lateral and vertical design per the 2015 IBC. LOADS AND MATERIALS Roof: Comp Roofing 5.Opsf 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: Siding (Lap) 3.Opsf Sheathing 1.5psf 2x6 Studs @ 16"oc 1.7psf Insulation 0.75psf %Z" GWB 2.2psf Misc 1.5psf Dead Load = 10.65>12psf Floor: I joists at 16"oc Dead Load = 12psf Part. Load = IOpsf Live Load = 40psf Deck: Dead Load = 12psf Live Load = 60psf 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 > _ #1DF GLB = 24f -v4 for simple span = 24f -v8 for cont. and cantilever. Concrete: f c = 2500psi Rebar = Grade 60 U.S. Seismic Design Maps �41NEE� % CALIroNNIA z 204 SE Railroad Ave, Yelm, WA 98597, USA Latitude, Longitude: 46.9430353, -122.6062949 Type Value Description Ss 1.249 MCER ground motion. (for 0.2 second period) Si 0.497 MCER ground motion. (for 1.0s period) SMs 1.249 Site -modified spectral acceleration value SMI 0.747 Site -modified spectral acceleration value SDs 0.833 Numeric seismic design value at 0.2 second SA SDI 0.498 Numeric seismic design value at 1.0 second SA Type Value _Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2 second F„ 1.503 Site amplification factor at 1.0 second PGA 0.5 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGAM 0.5 Site modified peak ground acceleration TL 16 Long -period transition period in seconds SsRT 1.249 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.267 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.497 Probabilistic risk -targeted ground motion. (1.0 second) S1 UH 0.528 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.5 Factored deterministic acceleration value. (Peak Ground Acceleration) CRs 0.986 Mapped value of the risk coefficient at short periods Page 1 of 3 https://seismicmaps.org/ 9/21/2020 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 LATERAL DESIGN Wind Loading: Ps =AKrtA3o ASD ps = .6 AKnPrW Wind Speed Exposure Roof Pitch A= 1 Krt = 1 Simplified (ASCE 7-10 Chapter 28 Part 2) 110 mph B 5:12 ps30 = -0.5 (Roof) 21.4 (Wall) ASD PS = -0.3 (Roof) 12.8 (Wall) Seismic Loading: SDS 0.833 Ps= PS,4 Section 12.4,12.8 ASCE?-10 Eh=rQh 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= 0.516 Wt. (Cantilever Column) r=1.3 �T a LL N OL u i;Rva o f- =.9 T--1 in 'IL dS s 990L tU g 990E loo u� yaw .C•.f .9-.9 � ugQ�^ _JWM1 �k O 5 J F _ g LU FD:-L�x III- w 11'05 iNiLl a$ — — � g �I d".f .9•.9 � � � o tY Q 9 s OI U O-ff I ® O »s �r? �m LLI �T a LL N OL u i;Rva Two Story Wind to Diaphragm Upper Plate Height Main Plate Height Floor Depth Diaphragm Wind 8.1 Roof 4.8 9.1 Walls 12.8 1 SUM 9389.9 Mi r � � � n I-1- �� � y � Jllu 2�t%v Roof Ht. Wind Load Length Total Load 1-2 Roof 6.2 1.0 94.4 26.9 2539.4 Upper 122.9 26.9 3305.5 2-3 Roof 8.5 0.0 92.6 26.9 2492.0 Upper 122.9 26.9 3305.5 3-4 Roof 6.2 1.0 94.4 26.9 2539.4 Upper 0 122.9 26.9 3305.5 SUM 17487.2 Roof Ht. Wind Load Length Total Load A -B Roof 4.5 1.5 92.6 41.7 3860.3 Upper 0 122.9 45.0 5529.6 SUM 9389.9 Mi r � � � n I-1- �� � y � Jllu 2�t%v m 0) Q O r C: a) C6 c15 4- C6 LrS cli ai cyi m LO 00 co M N r N r - N � U U m �U C:�•`� rn O O O O c d O C) T T T N r 04 z T 00 N N N a0 N 4- 0- 4- Q 4- Q 4- Q LO N ( 0 N LOLO M N co N LO co M N M N U U C O LO co O Lq O d a) w c co Lf) CO UU O d' M U) E co r r c r r coM r r Q M 0 (O 00 O O r r O O O c r r LO O M (U rl- 00 U O T O N O LO Cl? � E O a) M LO O 0 D M O N� ca L F- Q 00 T r r N r N T ca Q. ca Q N O O O oo 0 O O 4- tL- CD rn � Q oo � rn 00 o r M r r r r � r N r 00 Li ) may= U_ C O E N c .� U CO d- co It M t M I� ca > U M 99 L -0 O m O M It � U) LO (D LO CO LO O l o .c N �N- co O r N co N co ti N O a) " co MN co co M M r co CO U J LO (a O O O 0 0 U O .E O O )? " NN N N r N N N M d' 00 C' .-. C: a) C6 c15 cri C6 C6 cli ai cyi o- rn c z N N N a0 N O f� N co N N 00 N M N co N LO co m I- C O LO co O Lq O d a) w c co Lf) CO O d' M E co r r c r r coM r r M 0 (O 00 00 r r c r r c r r O N M (U C N O T O N O LO Cl? a) M LO M 0 M M M N� F- Q N T N r N r N T ca Q N O O O oo O O O CD rn oo � rn r r r r T r r 00 - .. CO d- co It M t M I� > M L -0 O � CO LO (D LO CO LO N l IL .c N �N- co N co N co a) " co °i co co M M co CO J LO O O O 0 0 I� O )? " NN N N N N N M d' C' .-. d. O O O O co M 4�- N LaN M M I't 0)N~N L J r T r T N a`) 4-- a ) a) 4 -- a`) O= O CL O C O CL L L L L N 0 N M c� m J r N M Q W Z J O cl Q O J 0 0 M 00 0) 0 N 00 0 N CN 0 M 0) c 0 0 0 d' O LO co O In CD 0 0 OM N O I— N L) LO N I- co 00 1- t0 O O M L O C0 C O CO C:) O� M 0 0 co 0 � 0 r 0 0 (co O Q r M M �— O) LO lo LO E E 7 U) O U) N N J MM LO LO O Z O r MW VAN MM MW MM EM M LO om co U') =M sm mm MR am mm wo mm W" mm mm mm mm co r co c- co mm 7m'o '00 ti T O O -Fo p O O N O Co LO O CO �j O O P-- 0 0 N L 0� 00 0 00 0) 0 0 co 00 O I— �— N N fl_ N N LO E E mm mm mm mm mm mm am mm mo mm mm 7 U) mm OWN wllm em o" �dm 7 C/) 9mm am O O O N N co O N N ff O O co00 M N r N O N O N N C r- N M It Q m J ��'w www �wwww ro ro 0 0 0 0 U ro N N �� a ammrna• ro a�oMm UUNM�O aUM ro rl U ro u`�vroob s�'obroro ro u m ro x ro U O O x o ro m a N N N 0.l P+ I I ro ti U m M ri ri ri cr m m 0 +j II II II � O rl rl rl ri a) rl rl .i fl I H rn mU m li i °c x x x k qU N `G mmm N M M m C Q .a Q Q Q 0 Q 41 U1 O1 C rl W M � r m r m o o 0 0 0 o C C a) N C C C W x C C C rl W M � r m r m o r rn r 41 H I I w m m r N r N o r m rn C o o 0 0 0 0 0 o O o 0 Qr � mm mm io ion U ro cn o m c O 3 � 0 o II rl ri ri N N ll U m 0 0 0 0 o t+l m N N a U � .-1 rl N rl N M N m 4 sa '� m m u ro m 3 w 0 +� a 3'v m mm mrn rm A x � 0 rl �O O o 0 O o N O M O ro v� N FC � 3 rl N N N rl N rl M ro � 0 00 0o OO M m H r � N d' N O m 1� O m N M N m N m N O C N m � .-I M m O m M O O � 3 N 0 O rl ri 0 o N ri 1n N u] ifl m N o O rn N N rl .i N rl rl M O O N o 0 �n 0 0 N 0 0 N rn 0 0 rn m 0 rn 0 to IV a a a a a a a ro 3 Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid -Base Foundation for Wind or Seismic Loading(a,b,e.d) (a) Design values are based on the use of Douglas -fir or Southern pine framing. For other species of framing, multiply the above shear design/value by the specific gravity adjustment factor = (1 — (0.5 — SG)), where SG = specific gravity of the actual framing. This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal -frame segment (one vertical leg and a portion of the header). For multiple portal -frame segments, the allowable shear design values are permitted to be multiplied by the number of frame segments (e.g., two = 2x, three = 3x, etc.). (d) Interpolation of design values for heights between 8 and 10 feet, and for portal widths between 16 and 24 inches, is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration, the tabulated design shear values are permitted to be multiplied by a factor of 1.15. This factor is permitted to be used cumulatively with the wind -design adjustment factor in Footnote (e) above. Figure 1. Construction Details for APA Portal -Frame Design with Hold Downs Extent of header with double portal frames (two braced wall panels) Extent of header with single portal frame (one braced wall panels) 2' to 18' rough width of opening for single or double portal __T__ [; Pony wall height Min. 3'x 11-1/4' net header steel header not allowed Minimum Width (in.) Maximum Height (ft) Allowable Design (ASD) Values per Frame Segment Shear('•n (Ibf) Deflection (in.) Load Factor 16 8 10 850 0.33 625 0.44 3.09 2.97 24 8 10 1,675 0.38 1,125 0.51 2.88 3.42 side of sheathing. 10' Foundation for Wind or Seismic Loading(a,b,e.d) (a) Design values are based on the use of Douglas -fir or Southern pine framing. For other species of framing, multiply the above shear design/value by the specific gravity adjustment factor = (1 — (0.5 — SG)), where SG = specific gravity of the actual framing. This adjustment shall not be greater than 1.0. (b) For construction as shown in Figure 1. (c) Values are for a single portal -frame segment (one vertical leg and a portion of the header). For multiple portal -frame segments, the allowable shear design values are permitted to be multiplied by the number of frame segments (e.g., two = 2x, three = 3x, etc.). (d) Interpolation of design values for heights between 8 and 10 feet, and for portal widths between 16 and 24 inches, is permitted. (e) The allowable shear design value is permitted to be multiplied by a factor of 1.4 for wind design. (f) If story drift is not a design consideration, the tabulated design shear values are permitted to be multiplied by a factor of 1.15. This factor is permitted to be used cumulatively with the wind -design adjustment factor in Footnote (e) above. Figure 1. Construction Details for APA Portal -Frame Design with Hold Downs Extent of header with double portal frames (two braced wall panels) Extent of header with single portal frame (one braced wall panels) 2' to 18' rough width of opening for single or double portal __T__ [; Pony wall height Min footing size under opening is 12" x 12". A turned -down slab shall be permitted at door openings. Min (1) 5/8" diameter anchor bolt installed per IRC R403.1.6 — with 2"x 2"x 3/16' plate washer Header to jack -stud strap per wind design min 1000 Ibf on both sides of opening opposite side of sheathing Fasten top plate to header with two rows of 16d sinker nails at 3" o.c. typ Min. 3/8" wood structural panel sheathing If needed, panel splice edges shall occur over and be nailed to common blocking within middle 24" of portal height. One row of 3" o.c. nailing is required in each panel edge. Typical portal frame construction Min double 2x4 post (king and jack stud). Number of jack studs per IRC tables R502.5(1) & (2). Min 1000 Ib hold-down device (embedded into concrete and nailed into framing) O 2014 APA— The Engineered Wood Association Min. 3'x 11-1/4' net header steel header not allowed Fasten sheathing to header with 8d common or 12' galvanized box nails at 3" grid pattern as shown max total wall ;; Header to jack -stud strap per wind design. height Min 1000 Ibf on both sides of opening opposite side of sheathing. 10' °° Min. double 2x4 framing covered with min 3/8" max thick wood structural panel sheathing with height .. 8d common or galvanized box nails at 3" o.c. in framing blocking, typ. all (studs, and sills) Min length of panel per table 1 Min (2) 3500 Ib strap -type hold-downs (embedded into concrete and nailed into framing) Min reinforcing of foundation, one #4 bar top and bottom of footing. Lap bars 15" min. Min footing size under opening is 12" x 12". A turned -down slab shall be permitted at door openings. Min (1) 5/8" diameter anchor bolt installed per IRC R403.1.6 — with 2"x 2"x 3/16' plate washer Header to jack -stud strap per wind design min 1000 Ibf on both sides of opening opposite side of sheathing Fasten top plate to header with two rows of 16d sinker nails at 3" o.c. typ Min. 3/8" wood structural panel sheathing If needed, panel splice edges shall occur over and be nailed to common blocking within middle 24" of portal height. One row of 3" o.c. nailing is required in each panel edge. Typical portal frame construction Min double 2x4 post (king and jack stud). Number of jack studs per IRC tables R502.5(1) & (2). Min 1000 Ib hold-down device (embedded into concrete and nailed into framing) O 2014 APA— The Engineered Wood Association TYPICAL SHEAR WALL NOTES Use 5/8" dia. by 10" Anchor Bolts (AB's) with single plates and 5/8" 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 3x3x1/4 plate washer. There shall be a minimum of two bolts per piece of sill located not more than 12 inches or less than 4 inches end of each piece. Anchor bolts to be galvanized per the below requirement (Fasteners in contact with pressure treated lumber). At existing foundation use 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 glue and span rated "SR 24/0" or better. All free sheathing edges shall be blocked with 2x4 or 2x6 flat blocking except where noted on the drawings or below. All nails shall be 8d or l Od common (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 recommendation. 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 2304.10.5 of the 2015 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 l Od's shall be minimum of 3x flat. SHEAR WALL SCHEDULE AN sheathing nailed with 8d's at 6" on center all edges. /�\' sheathing nailed with 8d's at 4" on center all edges. HOLD DOWNSCHEDULE It is the responsibility of the contractor to locate hold down anchor bolt to accommodate all structural framing. Anchor bolt to be located nearest the corner or opening at the end of the shear wall. All foundation vents to be a minimum of 12" off centerline of the anchor bolt on either side. Holdown stud to be coordinated with shear wall panel edge framing requirements. Larger stud size controls * For holdown anchor bolt embedment greater that foundation depth, thicken footing for 2'-0" either side of holdown anchor bolt to a depth that provides for 3" clear below the bottom of the anchor bolt. Provide (2) additional #4 x 3'-0" pieces of longitudinal rebar at this location. HD U2 attaches to concrete foundation with a Simpson SSTB 16. HDU2 attaches to double 2x studs or 4x or 6x stud with (6) Simpson SDS 1/4 X 3 Wood Screws in wall above. Vertical Design 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) = 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 = 2015 IBC Exposure B @ 110 mph 5. Earthquake = 2015 IBC Site Class = D Design Cat. = D Use Group = I R = 6.5 Cd = 4 Wo = 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: 1. 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. fc = 2500 PSI @ 28 day slump = 4" maximum, 6% Air entrained. 4. Garage slab and exterior slabs to have minimum thickness of 4" with 6x6 W1.4x1.4 WWF with vapor barrier. This is at the owner's option to reduce slab cracking. Crack control joints the responsibility of the contractor Steel: Carpenfry: 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. 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. 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. Seethe 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) 9. 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. 13. All GW B to be installed per the IBC and Gypsum Association's publication for the Application and Finishing of Gypsum Board, GA -216 Hardware: All connection hardware shall be Simpson "Strong Tie". Connection hardware exposed to the weather or soil shall be treated as in steel above. CAUTION: PLACE TRUSSES PER MANUFACTURER'S RECOMMENDATIONS AND BRACE PER TRUSS COMPANY RECCOMENDATIONS. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY BRACING AND SHORING REQUIRED FOR PLACING TRUSSES. NOTE THESE DRAWINGS DO NOT INCLUDE ANY TEMPORARY SHORING OR BRACING. PRECISE ENGINEERING RECCOMENDS ALL SHORING AND BRACING BE DESIGNED AND DETAILED BY A LISENCED ENGINEER. CONTRACTOR TO FIELD VERIFY ALL CONDITIONS AND ALL ELEVATIONS. IS L p3y3�e�_#1 rc ^d I _ I _Q I — — I 9� I _ rc -d �a .w, M1Q Q:� 2 � m V Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. Fb: Allowable: Title Block Line 6 Printed: 21 SEP 2020, 3:34PM Multiple Simple Beam File: SchmierTriplex.ec6 p, Software copyright ENERCALC, INC. 1983-2020, Build:12.20.5.17 Description : Wood Beam Design: A Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.5x7.5, GLB, 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 2400 psi Fe - Prll 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 31.21 pcf Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, 0.0 ft to 3.50 ft, Trib= 6.250 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, 3,50 to 5.0 ft, Trib= 21.750 ft Point: D =1.630, S = 2.720 k @ 3.50 ft Design Summary Max fb/Fb Ratio = 0.484: 1 Design Summary fb : Actual : 1,329.34 psi at 3.500 ft in Span # 1 Fb: Allowable: 2,749.35 psi fb : Actual : Load Comb: +D+S+H Fb: Allowable: Max fv/FvRatio = 0.468: 1 Load Comb: fv : Actual : 142.69 psi at 4.383 ft in Span # 1 Fv: Allowable: 304.75 psi fv : Actual : Load Comb: +D+S+H Fv: Allowable: Max Reactions (k) D L Lr S W E Left Support 0.78 1.29 Right Support 1.67 2.79 D(0.09375) S(0.1563)_ D(0.3263) S(0,5438) ----- -- - f1 5.5x7.5 H Transient Downward 0.038 in Total Downward 0.061 in Ratio 1584 Ratio 990 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 7-10 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 31.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 21.750 ft Design Summary Max fb/Fb Ratio = 0.797.1 fb : Actual : 1,064.04 psi at 2.500 ft in Span # 1 Fb: Allowable: 1,335.02 psi Load Comb: +D+S+H Max fv/FvRatio = 0.472: 1 fv : Actual : 97.71 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 0.82 1.36 Right Support 0.82 1.36 .• • .5438)W 5.0 ft H Transient Downward 0.043 in Total Downward 0.069 in Ratio 1388 Ratio 867 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 Wood Beam Design: C Project Title: Engineer: Project ID: Project Descr: Printed: 21 SEP 2020, 3:34PM File: SchmierTriplex.ecI3 Software 0opvrlaht ENERCALC, INC. 1983-2020, Build: 12.20.5.17 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 31.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 6.250 ft Design Summary Max fb/Fb Ratio = 0.036: 1 fb : Actual : 48.92 psi at 1.000 ft in Span # 1 Fb: Allowable: 1,341.49 psi Load Comb: +D+S+H Max fv/FvRatio = 0.029: 1 fv : Actual : 5.91 psi at 0.000 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 0.09 0.16 Right Support 0.09 0.16 D(0:09375) S(0,1563)___ 4x8 fi H Transient Downward 0.000 in Total Downward 0.001 in Ratio 9999 Ratio 9999 LC: S Only LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: 'rrr� r� Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Printed: 22 SEP 2020, 8:37AM Wood Beare SoflwarecoavriahtENERCP DESCRIPTION: A CODE REFERENCES Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 Service loads entered. Load Factors will be applied for calculations. Load Combination Set: ASCE 7-10 Material Properties Loads on all spans... Analysis Method: Allowable Stress Design Fb + 2800 psi E: Modulus of Elasticity Load Combination ASCE 7-10 Fb- 2800 psi Ebend-xx 2000ksi Fc - PHI 3000 psi Eminbend - xx 530120482 ksi Wood Species : Boise Cascade Fc - Perp 750 psi Wood Grade ; Versa Lam 2.0 2800 West Fv 285 psi Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 4.50 ft Ft 1950 psi Density 41.76pcf Beam Bracing Beam is Fully Braced against lateral ......... .............. -torsional buckling ......... .......... ....... Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 4.50 ft © Q.1650 L Q.30 DESIGN SUMMARY Maximum Bending Stress Ratio = 0.4661 Maximum Shear Stress Ratio = 0.523: 1 Section used for this span 3.5x11.875 3.5x11.875 3.5x11.875 3.5x11.875 e4 Span = 4.0 ft i Span = 12.750 ft = , Span = 5.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Loads on all spans... Uniform Load on ALL spans : D = 0.0220, L = 0.040 ksf, Tributary Width = 7.50 ft Load for Span Number 1 Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 8.50 ft Load for Span Number 2 Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 4.50 ft Load for Span Number 3 Uniform Load : D = 0.0220, L = 0.040 ksf, Tributary Width = 4.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.4661 Maximum Shear Stress Ratio = 0.523: 1 Section used for this span 3.5x11.875 Section used for this span 3.5x11.875 = 1,304.69psi = 148.94 psi = 2,800.00psi = 285.00 psi Load Combination +D+L Load Combination +D+L Location of maximum on span = 4,000ft Location of maximum on span = 4.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward Transient Deflection 0.094 in Ratio= 1630>=360 Max Upward Transient Deflection -0.007 in Ratio= 7088>=360 Max Downward Total Deflection 0.148 in Ratio= 1034>=360 Max Upward Total Deflection ...... _...... ......... ......................... ................. -0.011 in Ratio= ............... ..... _._...... _. ........ 4492>=360 ... Maximum Forces & Stresses for Load Combinations .... .......................................... ......... ......... Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v D Only 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.189 0.212 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.27 476.17 2520.00 1.51 54.38 256.50 Length =12.750 ft 2 0.189 0.212 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.27 476.17 2520.00 1.51 54.38 256.50 Length = 5.50 ft 3 0.179 0.212 0.90 1.000 1.00 1.00 1.00 1.00 1.00 3.09 450.75 2520.00 1,05 54.38 256.50 +D+L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection, Title Block Line 6 Printed: 22 SEP 2020, 8:37AM i Wood Beam Schmleffdplex.ec6 Software Software copyright ENERCALC, INC. 1983-2020, Build: 12,20.5.17 r,rr:r•11 IN 1 IN 111 IN DESCRIPTION: A Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C t Cr C m C t C L M fb Pb V fv Pv Length = 4.0 ft 1 0.466 0.523 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.95 1,304.69 2800.00 4.13 148.94 285.00 Length =12.750 ft 2 0.466 0.523 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.95 1,304.69 2800.00 4.13 148.94 285.00 Length = 5.50 ft 3 0.441 0.523 1.00 1.000 1.00 1.00 1.00 1.00 1.00 8.47 1,234.29 2800.00 2.88 148.94 285.00 +D+0.750L 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.314 0.352 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.53 1,097.56 3500.00 3.47 125.30 356.25 Length =12.750 ft 2 0.314 0.352 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.53 1,097.56 3500.00 3.47 125.30 356.25 Length = 5.50 ft 3 0.297 0.352 1.25 1.000 1.00 1.00 1.00 1.00 1.00 7.12 1,038.41 3500.00 2.43 125.30 356.25 +0.60D 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.064 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.96 285.70 4480A0 0.90 32.63 456.00 Length =12.750 ft 2 0.064 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.96 285.70 4480.00 0.90 32.63 456.00 Length = 5.50 ft 3 0.060 0.072 1.60 1.000 1.00 1.00 1.00 1.00 1.00 1.86 270.45 4480.00 0.63 32.63 456.00 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+° Deft Location in Span 1 0.0000 0.000 +D+L -0.0107 2.521 +D+L 2 0.1478 6.429 0.0000 2.521 3 0.0000 6.429 +D+L 40145 1.895 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Deft Location in Span Max. Upward Defl Location in Span D Only 2 0.0540 in 6.429 ft 0.0000 in 0.000 ft +D+L 2 0.1478 in 6.429 ft 0.0000 in 0.000 ft +D+0.750L 2 0.1244 in 6.429 ft 0.0000 in 0.000 ft +0.60D 2 0.0324 in 6.429 ft 0.0000 in 0.000 ft L Only 2 0.0938 in 6.429 ft 0.0000 in 0.000 ft Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support Support Support Support Overall MAXimum -0.230 9.104 8.401 0.540 Overall MINtmum -0.089 5.785 5.333 0.343 D Only -0.089 3.318 3.068 0.197 +D+L -0.230 9.104 8.401 0.540 +D+0.7501. -0.194 7.657 7.068 0.454 +0.60D -0.053 1.991 1.841 0.118 L Only -0.141 5.785 5.333 0.343 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" selection. 38.52 psi at 7.537 ft in Span # 1 Title Block Line 6 Printed: 22 SEP 2020, 9:45AM Multiple Simple Be1117 File:SchmierTriplex.ec6 p p Software copyright ENERCALC, INC. 1983-2020, BuiId:12.20.5.17 Description : Wood Beam Design: B 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 - PHI 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.760 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 Design Summary Max fb/Fb Ratio = 0.153: 1 fb : Actual : 427.72 psi at 4.250 ft in Span # 1 Fb: Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.135: 1 fv : Actual : 38.52 psi at 7.537 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 0.46 0.23 Right Support 0.46 0.23 Wood Beam Design: C D{:o_n2 4-W_o5-3.2n):_--:::_-:_ :-::--------------------------------- - ----------------------------- 1.75x11.875 8.50 ft H Transient Downward 0.013 in Total Downward 0.039 in Ratio 7940 Ratio 2600 LC: L Only LC: +D+L+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 7-10 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 41.760 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 = 0.080 k/ft, 0.0 ft to 3.50 ft, Trib= 1.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, 0.0 to 3.50 ft, Trib= 3.50 ft Unif Load: D = 0.0220, L = 0.040 k/ft, 3.50 to 9.0 ft, Trib= 12,0 ft Point: D = 0.460, L = 0.230 k @ 3.50 ft Design Summary Max fb/Fb Ratio = 0.384; 1 fb : Actual : 1,074.58 psi at 4.560 ft in Span # 1 Fb: Allowable: 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.329: 1 fv : Actual : 93.72 psi at 8.040 It in Span # 1 Fv: Allowable: 285.00 psi Load Comb: +D+L+H Max Reactions (k) D L Lr S W E Left Support 1.17 1.34 Right Support 1.29 2.02 D(O. 7tQ � .940) . ..................D(0.2640.) Lk0,480)- F:_--- -------- ------ -`------------ 3.5x 11.875 9.0 ft H Transient Downward 0.062 in Total Downward 0.108 in Ratio 1747 Ratio 999 LC: L Only LC: +D+L+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Applied Loads Total Downward Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 7.50 ft Unif Load: D = 0.0960 k/ft, TO= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 21.750 ft Design Summary C: +D+0.750L+0.750S+H Max fb/Fb Ratio = 0.465.1 fb : Actual : 1,277.74 psf at 3.000 ft in Span # 1 Fb: Allowable: 2,747.47 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio = 0.346: 1 fv : Actual : 105.59 psi at 5.380 ft in Span # 1 Fv : Allowable: 304.75 psi Load Comb: +D+0.750L+0.750S+H Max Reactions (k) D L Lr S W E Left Support 1.76 0.90 1.63 Right Support 1.76 0.90 1.63 Wood Beam Design: F H Transient Downward 0.071 in Total Downward 0.103 in Ratio 1013 Ratio 700 LC: +L+S C: +D+0.750L+0.750S+H S = 0.0250 k/ft, Trib= 1.50 ft Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: 2,747.47 psi LC: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.5x7.5, GLB, 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 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 31.21 pcf Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950 ksi Applied Loads Total Downward Unif Load: D = 0.0220, L = 0,040 k/ft, Trib= 7.50 ft Unif Load: D = 0.0960 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 21.750 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 1.50 ft Design Summary Total Upward Max fb/Fb Ratio = 0.484. 1 fb : Actual : 1,330.76 psi at 3.000 ft in Span # 1 Fb: Allowable: 2,747.47 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.361 : 1 fv : Actual : 109.97 psi at 5.380 ft in Span # 1 Fv : Allowable: 304.75 psi Load Comb : +D+0.750L+0.750S+H Max Reactions (k) D L Lr S W E Left Support 1.83 0.90 1.74 Right Support 1.83 0.90 1.74 H Transient Downward 0.074 in Total Downward 0.107 in Ratio 970 Ratio 672 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. Project Title: Engineer: Project ID: Project Descr: Title Block Line 6 Printed: 22 SEP 2020, 9:45AM Multiple Simple BeamFile:SchmierTriplex.ec6 p p Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.5.17 Wood Beam Design: G Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 3EAM Size: 6x8, 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 875.0 psi Fc - Prll 600.0 psi Fv 170.0 psi Ebend- xx 1,300.0 ksi Density 31.210 pcf Fb - Compr 875.0 psi Fc - Perp 625.0 psi Ft 425.0 psi Eminbend - xx 470.0 ksi Applied Loads Total Downward Unif Load: D = 0.0220, L = 0.040 k/ft, Trib= 7,50 ft Unif Load: D = 0.0960 k/ft, Trib= 1.0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 21,750 ft Design Summary C: +D+0.750L+0.750S+H Max fb/Fb Ratio = 0.884.1 fb : Actual : 887.32 psf at 2.500 ft in Span # 1 Fb: Allowable: 1,003.44 psi Load Comb : +D+0.750L+0.750S+H Max fv/FvRatio = 0.427: 1 fv : Actual : 83.56 psi at 4.383 ft in Span # 1 Fv: Allowable: 195.50 psi Load Comb : +D+0.750L+0.750S+H Max Reactions (k) D L Lr S W E Left Support 1.47 0.75 1.36 Right Support 1.47 0.75 1.36 Wood Beam Design: H H Transient Downward 0.047 in Total Downward 0.069 in Ratio 1264 Ratio 874 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: 207.00 psi LC: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 3EAM Size: 4x8, 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 31.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 5.0 ft Design Summary Max fb/Fb Ratio = 0.465. 1 fb : Actual : 626.19 psi at 4.000 ft in Span # 1 Fb: Allowable: 1,345.50 psi Load Comb: +D+S+H Max fv/FvRatio = 0.195: 1 fv : Actual : 40.35 psi at 0.000 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 0.30 0.50 Right Support 0.30 0.50 H Transient Downward 0.065 in Total Downward 0.104 in Ratio 1474 Ratio 921 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 Multiple Simple Beam Wood Beam Design: I Project Title: Engineer: Project ID: Project Descr: Printed: 22 SEP 2020, 9:45AM File: SchmierTnplex.ec6 Software cowriaht ENERCALC.INC. 1983-2020. Buildl2.20.5.17 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.5x12, GLB, 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 2400 psi Fc - Prll 1650 psi Fv 265 psi Ebend- xx 1800 ksi Density 31.21 pcf Fb - Compr 1850 psi Fc - Perp 650 psi Ft 1100 psi Eminbend - xx 950 ksi Applied Loads Unif Load: D = 0.0150, S = 0.0250 k/ft, Trib= 4,40 ft Design Summary Max fb/Fb Ratio = 0.196: 1 fb : Actual : 528.13 psi at 8.125 ft in Span # 1 Fb : Allowable: 2,691.86 psi Load Comb: +D+S+H Max fv/FvRatio = 0.094: 1 fv : Actual : 28.60 psi at 15.275 ft in Span # 1 Fv: Allowable: 304.75 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E Left Support 0.54 0.89 Right Support 0.54 0.89 Wood Beam Design: J D • •..• • •16.250 ft H Transient Downward 0.122 in Total Downward 0.195 in Ratio 1602 Ratio 1001 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 7-10 BEAM Size: 4x8, 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 31.21 pcf Fb - Compr 900 psi Fc - Perp 625 psi Ft 575 psi Eminbend - xx 580 ksi Applied Loads Unif Load: D = 0.0150, S = 0,0250 k/ft, Trib= 7,0 ft Design Summary Max fb/Fb Ratio = 0.499: 1 fb : Actual : 671.20 psi at 3.500 ft in Span # 1 Fb : Allowable: 1,345.50 psi Load Comb: +D+S+H Max fv/FvRatio = 0.233: 1 fv : Actual : 48.28 psi at 6.417 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 0.37 0.61 Right Support 0.37 0.61 H Transient Downward 0.053 in Total Downward 0.086 in Ratio 1571 Ratio 982 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 ID: and then using the "Printing & Project Descr: Title Block" selection. +D+0.750L+0.750S+H Title Block Line 6 Printed: 22 SEP 2020, 9:40AM Multiple Simple Beam File: chmierTriplex.ec6 p Software copvdght ENERCALC, INC. 1983-2020, BuIld:12.20.5.17 Description : Wood Beam Design: K Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 5.5x18, GLB, Fully Braced 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 - PHI 1,650.0 psi Fv 265.0 psi Ebend- xx 1,800.0 ksi Density 31.210 pcf 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 = 0,0220, L = 0,040 k/ft, Trib= 7.50 ft Unif Load: D = 0.0960 k/ft, 0.0 to 3.250 ft, Trib= 1,0 ft Unif Load: D = 0,0960 k/ft, 16.0 to 19.0 ft, Trib= 1,0 ft Unif Load: D = 0.0150, S = 0.0250 k/ft, 0.0 to 3.250 ft, Trib= 24.50 ft Point: D =1,630, S = 2.710 k @ 0.50 ft Point: D = 2.10, S = 3.370 k @ 3.250 ft Point: D = 2,10, S = 3.370 k @ 16.0 ft Unif Load: D = 0.3680, S = 0.6130 k/ft, 16.0 to 19.0 ft Unif Load: D = 0.0220, L = 0.040 k/ft, 3.250 to 16,0 ft Design Summary Total Downward Max fb/Fb Ratio = 0.602.1 fb : Actual : 1,601.01 psi at 9.057 ft in Span # 1 Fb: Allowable: 2,658.15 psi Load Comb: +D+0.750L+0.750S+H Max fv/FvRatio = 0.483: 1 fv : Actual : 147.29 psi at 17.543 ft in Span # 1 Fv: Allowable: 304.75 psi Load Comb: +D+0.750L+0.750S+H Max Reactions (k) D L Lr S W E Left Support 6.85 3.10 7.93 Right Support 5.29 3.11 5.35 Wood Beam Design: L D(0 3 x,.,.125)---------------- _D(0 _0220)-_L(O.040) - (O' a ---------D_-38)6130) S ;:-- D 0.1650 L 0:30 1 111 IN 5.5x18 19.0 ft H Transient Downward 0.430 in Total Downward 0.581 in Ratio 530 Ratio 392 LC: +L+S C: +D+0.750L+0.750S+H Max fb/Fb Ratio Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: Max fv/FvRatio = LC: Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size: 7x11.875, VersaLarn, 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 - PHI 3000 psi Fv 285 psi Ebend- xx 2000 ksi Density 41.76 pcf Fb - Compr 2800 psi Fc - Perp 750 psi Ft 1950 psi Eminbend - xx530120482 ksi Applied Loads Unif Load: D=0,1560, S = 0.10 k/ft, 3.250 ft to 16,0 ft, Trib=1.0 ft Unif Load: D=0,0220, L = 0.040 k/ft, 3,250 to 16,0 ft, Trib=1.0 ft Unif Load: D=0,0150, S = 0,0250 k/ft, Trib= 2.50 ft Design Summary Max fb/Fb Ratio = 0.355. 1 fb : Actual : 1,144.03 psi at 9.500 ft in Span # 1 Fb: Allowable: 3,220.00 psi Load Comb: +D+S+H Max fv/FvRatio = 0.146: 1 fv : Actual : 47.81 psi at 18.050 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 1.48 0.25 1.22 Right Support 1.51 0.26 1.24 All 7x1 1.875 19.0 ft H Transient Downward 0.278 in Total Downward 0.516 in Ratio 819 Ratio 441 LC: +L+S LC: +D+S+H Transient Upward 0.000 in Total Upward 0.000 in Ratio 9999 Ratio 9999 LC: LC: Boise Cascade Single 11-7/8" BCI® 5000-1.7 DF PAs�SIED ENGINEERED WOOD PRODUCTS J01 (Joist) BC CALC® Member Report Dry 11 span I No cant. 116 OCS I Repetitive I Glued & nailed September 22, 2020 09:43:07 Build 7787 Job name: File name: Address: Description: City, State, Zip: Specifier: Customer: Designer: Harold Hahnenkratt Code reports: ESR -1336 Company: Precise Engineering Inc B1 17-00-00 Total Horizontal Product Length = 17-00-00 B2 Reaction Summary (Down / Uplift) (lbs) . . Live Dead Snow Wind Roof Live zy 567/0 136/0 B2, 3-1/2" 567/0 I1 1 1 1 Load Summary 1 1 1 1 111 1: 1 1 1 1 1 1 1 Load Type Ref. Start End Loc. 100% 90% 115%O 160%D 125% 1 Standard Load Unf. Area (Ib/ft2) L 00-00-00 17-00-00 Top 40 12 16 2 part Unf. Area (Ib/ft2) L 00-00-00 17-00-00 B1 17-00-00 Total Horizontal Product Length = 17-00-00 B2 Reaction Summary (Down / Uplift) (lbs) Bearing Live Dead Snow Wind Roof Live B1, 3-1/2" 567/0 136/0 B2, 3-1/2" 567/0 136/0 Load Summary Live Dead Snow Wind Roof OCs Live Tag Description Load Type Ref. Start End Loc. 100% 90% 115%O 160%D 125% 1 Standard Load Unf. Area (Ib/ft2) L 00-00-00 17-00-00 Top 40 12 16 2 part Unf. Area (Ib/ft2) L 00-00-00 17-00-00 Top 10 16 Controls Summary Value % Allowable Duration Case Location Pos. Moment 2827 ft -lbs 89.8% 100% 1 08-06-00 End Reaction 703 lbs 49.3% 100% 1 00-00-00 End Shear 679 lbs 41.8% 100% 1 00-03-08 Total Load Deflection L/437 (0.454") 54.9% n\a 1 08-06-00 Live Load Deflection L/542 (0.366") 88.6% n\a 2 08-06-00 Max Defl. 0.454" 45.4% n\a 1 08-06-00 Span / Depth 16.7 % Allow % Allow Bearing Supports Dim. (LxW) Value Support Member Material B1 Wall/Plate 3-1/2" x 2" 703 lbs 16.1% 49.3% Douglas Fir B2 Wall/Plate 3-1/2" x 2" 703 lbs 16.1% 49.3% Douglas Fir BC FloorValue® Summary BC FloorValue®: Subfloor: 3/4" OSB, Glue + Nail Minimum Enhanced Premium Subfloor Rating: Premium Controlling Location: 08-06-00 Notes Design meets Code minimum (L/240) Total load deflection criteria. Design meets User specified (L/480) Live load deflection criteria. Design meets arbitrary (1 ") Maximum Total load deflection criteria. 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. Calculations assume member is fully braced. 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 BOARD-, BCI®, BOISE GLULAMTM, BC FloorValue® , VERSA -LAM®, VERSA -RIM PLUS®,