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Permit File BLD-2020-0591 2805 Grady Lane (4)
P.E. 2316 Antone Way Tim K. Garrison, Anacortes,WA 98221 Professional Engineer Phone:(360)708-1865 g TimG@TimKGarrison.com Structural Analysis: New Home at 2805 Grady Lane, Anacortes, WA Client: Sarah Loudermilk Job 1Vumber: T20044 Building Design: Jim Sykora Date: June 19, 2020 GAR Ao ��gCOD C� pF F... , • Ap 4, /. rti t� _A r r1 .•...- 74, 1891 y�OZ j'� ,A, � �T°FIELD set A /rt40 I I J INDEX: Design Sketches SK l —SK3 C.allouts and Tables CO1 —COS Standard Specifications B—H Calculations. Cl —C23 Total No.of pages excluding cover sheet: 38 Notes,Disclaimers: ConstructionCalc,Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein. Further,this report is valid only if it is stapled or otherwise bound as it originally left this office,and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). SKI 55 v - r—.1 _ ••,r_ . {_ .-.1. r- :•5+. ✓y7 . I LA. i'GO>+GRET -T± 1T ) . '' I. I I I ! ' I . ! i I , y' I 1 r •.. — — i r 41/ f l I -.. ... -_—. --i s i1 .. — ° ----__i_ " J ---- _ _ I Y V°1 II L1. J : i ! ... ! ,..., - . ; il ,.......,,,-----7- I 1 •• ~` r /�, h4 Ae I I .c i•+ 1 I �, irig L — — 9 1 1. w ,.I A, r.— I " I I I I 1 1 • 55••6' ! I �I . s s 52 1I I A.: � 2;c2xg w:I) I �et.oPe GA R?9"•_,:/iR 1.1 Ii LS 2 •4.4 !-WI 1 to . i 1 ! 1 1 4'CONCRETE E...-8.555 e....:°r I I 1 Foundation and Retaining Walls 1/8" = 1' 1 1 . I i -All slabs are OPA, typ. i 1 11 / 1 1 , -All foundations are OPA except as noted. I' - 1 1 1,1:t- - - ; X*.bXJ&VT .... —J I - Footing widths shown are not to scale. 2PW �� —q— - — =v- --;-i j k3 7 ., ELDJ 43� n-- ri— `� 2! 2flay iv 3.5.. • , ' a •, ., - 62J 7siii, at._ ID 8 tL/4Ca I ®7-- _--d ll 22N poo , ZIF( g n ti ). Z ioi g s_ Ni .1 G I' >3 a. i a. u e I Zb 433 l ill — — I-,—�_ li' I I g L •! 1/4 4 .� 8 I, Pa ¢ a 4 'j • Lower Level Walls and Main Floor Framing 1/8" = 1' -All interior floor sheathing is 12FD,typ. 1 - Floor joists are OPA except as noted. -Stair framing per Arch and code min. - Deck decking is 13DD,typ. ff u 7C tv S K3 2Pvd 'no r.i, 2PW 5 Ff 20 H 1. i . ) i '',, k 3 t5rF AM 7 7--- --F.-- 1,--8-1 — C(: 20,4 Ba` ilt2N I '2-,, y 1——--- - - ' 1.ij> '-' I . / 1 . ice.. e. f!, — —•a --Z I i 3Sa ./.://1 ...//1, • d 30� ! z ioQ . . ,.,- — t ' ti; . . - T22. ,„, r , / , 20 2v� ii . I 2b� i 33 s • r� i szzN 4i a3 i 4 , I • I! 312. m w/ ' _if` i 20 14 '� ` 1 L op ed. - . , (A , 1: , 'I., ' (SM�taLC. ?�fL.�S6/ . `� tNAL 4A , els" �, v.. , , \) . • . • Q.flO5 I 1 — • a N , 22H - -1 346 Zoe 1 , I `23I Upper Level Walls and Roof Framing 1, Z.L ?.Z - Roof diaphragm is 11RD,typ. • L -Trusses, rafters and layout are OPA except _ _ /HF _1 - Exterior pony walls at roof pop-ups are 1P\ t`tH� Ft r1N s - Ledgers at lower roof to upper shear wall I7}ip Structural Shear Wall Callouts©—Copyright ConstructionCalc, Inc(CCI) Typical Shear Wall Callout Symbol This symbol indicates a dedicated shear wall or panel,the type per callout below. t- Walls without this symbol are not dedicated shear walls-use code-standard construction. Min. length of shear panel,ft. • "3•4 If"W",construct entire Wall per this callout,with minimum individual panel lengths indicated on plan. If"NS",means Not a Shear Wall. Build per code minimum. ; Sill Top of anchor wall to max Capa- Stud Nail Edge Sill Block- parallel Top of spc'g/ city, • Nails Stud Stud mat'l /Field Top plate& ing at framing wall to min. wind/ Sheath- or height, spac'g, Stud (see spac'g @ Top plate studs unsup- or rim or perpen- Bottom Mud sill embed- Call- seis, ing, Sides of screws, max., max., size, std st'l Stud i Plate, I splice, w/edge ported rim dicular plate to anchor to meat, out Eh,pif min. Ns all size ft. in. min. : specs) spac'g,in.! min. min. nail'g edges blk'g. framing. framing. concrete in. 10 24 2x4 ; Sawn 6/6@24 Con't 6/12@16 ! sheathing 5/8"j-bolt one, Con't +blkg or Con't or 5/8" 7/16" either 15 16, 2x6 * Sawn 6/12@16 48" lap sheathing H2.5 or sheathing Titen HD, 1 PW 168/ OSB or side, 8d • 2-2x4 w/8- 2x NA or A34 or SDWC- or 16d @ w/3" 72/4 120 plywo- apply 16d LTP4 at 15600, 6"or wshr.Or od directly 1 S 12 2x6 Sawn ; 6/12@12 ; 36"max. @ 24" 4.5"SDS MASA or to studs max. @ 12". MASAP 22 12 1.75x5.5 LVL 1 6/12@12 Con't sht'g or 490/ 4/12@16 • 16d@3" 2PW 350 (same) (same) (same) (same) 16 (same) (same) or 12 (same) (same) (same) 2x (same) (same) or 4.5" (same) 36/4 • SDS @ 9" LF Cot Headers Default header material is Doug Fir No. 2 or better 2x headers must be in tall orientation with flat 2x nailed at bottom in "L"configuration Default Trimmer, use 1, 2x stud or Simpson LUC hanger, each end. Default King Stud, opening 6-feet wide and less use 1, full height stud each end (plate to plate.) Default King Stud, opening wider than 6-feet, use 2, full height studs each end (plate to plate.) Trimmer, each end King Stud, each Callout Min, use Alt 1 min. use Alt 2 min., use (if blank use default end (if blank use above.) . default above.) 20H 2x6, "L"config 4x6 21H 2x10, "L" config 2-2x8 4x8 22H 2-2x10 4x10 23H 5.5x10.5 glulam 3 Beams Default sawn material is Doug Fir No 2 or better. Default glulam, LVL, PSL materials-see Standard Structural Specs herein. Default LSL is 1.5E, 2,300 psi, min Fb. Default wall connection: 3" bearing in pocket or on plate with min., 2 studs below. Default end post connection: LCE, ACE, EPCZ, ECCQ, or similar. Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44. Default mid-post connection: LPCZ, PCZ, CCQ, or similar. Default beam to beam connection: HU, HUG, HUCQ or similar. Connector (if blank Callout Min., use Alt 1 min., use Alt 2 min., use Notes use default, above) 30B 6x8 4x10 HUC to cantivr end of 32B 31B 6x12 3.5x9 glulam 5.5x7.5 glulam 32B 5.5x12 glulam 3.5x13.5 glulam 33B 6x12 • 3.5x9 glulam 5.5x7.5 glulam 34B 6x10 5.5x6 glulam 40B 1.75x11.8 LVL 41B 2, 1.75x11.8 LVL 3.5x11.8 PSL 42B 2, 1.75x11.8 LVL 3.5x11.8 PSL 43B 6x10 PT C'7 Joists and Rafters Default rafter or deck joist to beam connection is con't or skip blocking and H2.5, or H1, or A34 with screws. Default sawn material is Doug Fir No 2 or better. Default sawn face mount hanger is U, LU, or LUS. Use sloped /skewed where appropriate. Default deck joist hanger is U or LU (not LUS)with galv screws (no nails.) Default sawn top flange hanger is JBA, LB, BA, or B(welded app, use LB, BA, or B) Any national I-joist brand, equal or stronger may be substituted Default I-joist face mount hanger is IUS or MIU Default I-joist top flange hanger is ITS, HIT, or MIT Connector (if blank Callout Min., use Alt 1 min., use Alt 2 min., use Notes use default, above) 60R 11.8 BC! 60 2.0 @ 24" 11.8 BCI 6000 1.8 @ 19.2" max. 62J 11.8 BCI 90 2.0 @ 16" Posts Default material is Doug Fir No 2 or better. Default bottom connection on plate: 2, FC or 2, A34 with screws, or 4, 16d face nails. Default bottom connection on beam: 2, FC or 2, A34 with screws, or PCZ. Default bottom connection on concrete: PB, or AB, or ABU, or ABW, or CBSQ Alternate bottom connection on concrete: #5 rebar or 5/8"all-thread, epoxy 6" min. into post butt, and 6" min., embed in conc. Conc embed may be wet set or epoxy. Connector (if blank Callout Min., use Alt 1 min., use Alt 2 min., use Notes use default, above) 70P 2-2x4 4x4 71P 3- 2x4 2-2x6 4x6 72P 3-2x6 6x6 4-2x4 73P 6x6 PT �04 Structural Callouts` — Copyright ConstructionCalc, Inc (CCI) 0 PA Per Architect * Structural Item: This item and related connectors shall be per architect/designer. 11 RD Roof Diaphragm Shear Capacity: Good for Eh=230 plf- seismic; Eh =322 plf- wind. Max aspect ratio = 3:1. * Framing: Trusses or rafters: 2x at 24"OC,max. * Framing Connection at Support: - Where connected to shear wall, connect per shear wall callout-top of wall. - Where trusses or rafters connect to beam, use H2.5, or A34 with screws, or similar, typ. - At ledger,connect per ledger callout. _ _ .t Sheathing: 7/16"min., OSB or CDX plywood. _ _ _ Sheathing Layout: Case 1 per IBC 2306.2.(1) Nailing: Use 8d at 6" edges, 12" field. * Blocking:Not required except at supports and at connections to shear walls below. 12 FD Floor Diaphragm * Sheathing: Use min., 24 oc rated, APA Sturd-I-Floor; either 3/4" species group 1, or 7/8" species group 4. May be OSB or plywood. Good for 130 psf, TL @ L/360 deft. * Sheathing Layout: Case 1 per IBC 2306.2.1(1) - Orient sheets continuous over two or more spans, with the long dimension across supports. * Nailing: Glue, and connect with 8d ring shank nails or#9 screws, at 6" edges, 12" field. * Blocking: not required except at supports (beams) and connections to shear walls below. 13 DO Deck Diaphragm * Decking: Use wood or composite decking per Arch.,min. actual dims: 3/4"x 3.5". * Decking Attachment: Use decking screws, length to ensure 2" min., embedment into framing below. - Use 2 screws per deck board per framing member. At decking splices, center splice over framing menber and use 2 screws per spliced end. _ * Blocking: not required except at support beams. 15 FF Floor-To-Floor Holdown * Min., Capacity: Good for 1705 lb tension. * Strap: Use CS16 vertical strap applied to outside of wall sheathing. Attach to 2x studs lined up above and below rim joist. Fill all nail holes with 10d. If strap falls on header or beam below, nail to header or beam and wrap around bottom if necessary. * End Distance: 13" min. to each upper and lower studs. Approx total length=26"+depth of floor system. 17 HD Alt 1 - Holdown- Embedded Strap Type. * Min. Capacity: Good for 2185 lb uplift. * Holdown: Use.LSTHD8 for no rim joist condition. - For rim joist condition use LSTHDBRJ. * Nails: Use 16, 16d to full-height stud as follows. * Stud: Use larger of: king stud as spec'd elsewhere; or choice of 2-2x, 3x,or 4x. 6455 • Alt 2 - Holdown- Bolt Type * Holdown: Use HDU2. * Lags: Use 6 SDS 1/4 x 2.5 to full-height stud per above Anchor Bolt: If wet set, use 5/8" diameter SSTB16, or 5/8" all-thread with nut and 3" washer * on embedded end. Min embedment= 12". If too long to fit in footing,bend 90-degrees at bottom of footing, maintain 3" cover at bottom of footing. - If rotohammer, use 5/8"Titen HD or all thread& epoxy, with 6" min concrete embedment, centered in stem wall. 77 M Mullion * Mullion: Use min., 2, 1.75x5.5 LVLs, continuous bottom plate to top plate. * Top and Bottom Connection: Connect at top plate and bottom plate with 2, A34 and screws. * Header Connection: Header(s) may be supported with 2x trimmer or hang on this mullion ith LUC, HUC, HUCQ or similar. 78 \l Mullion * Mullion: Use min., 2, 2x6 continuous bottom plate to top plate. _ * Top and Bottom Connection: Connect at top plate and bottom plate with 2,A34 and screws or face nails per code. * Header Connection: Header(s) may be supported with 2x trimmer or hang on this mullion with LUC, HUC, HUCQ or similar. 80 L. Ledger-Roof Diaphragm Ledger Connection: Where a ledger is called for below, if connecting to rim or header,use * SDS, or LedgerLOK at max 12" OC, staggered. If connecting to studs, use 2, SDS or LedgerLOK per stud. Length of SDS or LedgerLOK= full depth penetration into rim,or 2.5" min embedment into solid framing. Min distance of connector to end of ledger or splice=2". Min edge distance to top or bottom of ledger=2" * Framing Connection to Wall, General: Use any of the following, whichever is applicable. Rafters Perpendicular: Use 2x or LVL ledger, min height to match rafters. Apply ledger over wall sheathing. Use hangers to hang rafters on ledger. Parallel Rafter or Truss Top Chord: Ledger may be top chord of truss or.last rafter or - similar. Ledger to be placed over wall sheathing. _ Mono Truss Top Chord Perpendicular: Use continuous 2x blocking between trusses - nailed through wall sheathing with 16d @ 6" OC to solid wood backing(continuous rim, plate, ledger, or blocking.) - Mono Truss Bottom Chord Perpendicular: Alternate 1: Hang bottom chord with hanger mounted over wall sheathing to solid wood backing(rim, plate, ledger, or blocking.) • Alternate 2: Use min., 2x4 ledger let in to truss bottom chord. Ledger to be placed over wall sheathing and connected with min., 3- 16d @ 24"max spacing. * Roof Diaphragm: Connect roof diaphragm to ledger with 8d ring shank or screws at 3" OC. Standard Structural Specifications` — Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN—APPLICABLE CODES: . Code. The designs herein are prepared in accordance with the 2015 IBC.Construction shall conform with the most recent building code adopted by the approving jurisdiction. Calculations. The calculations included herein are only those required to ensure compliance with code. We do not intend to compute every structural element nor every load combination. Much of our analysis is"Bl" (By Inspection.) ABBREVIATIONS: A:Area IEBC:International Existing Building REF•Reference,not actual AC:Asphalt Concrete Code . REQ or Reqd:Required BI:By Inspection IRC:International Residential Code ROW:Right Of Way BRNG:Bearing(wall usually) K:Kip(1.000 lbs.) Rt:Right E Elastic modulus or Electncal KSI Kips per Square Inch S:Section modulus t El:Existing LVL:Laminated Veneer Lumber SC:See Callout CCI:ConstructionCale.Inc. LSL:Laminated.Strand Lumber SD:Storm Drain CIP:Cast in place concrete Lt:Left SIP:Structural Insulated Panel CMU.Concrete Masonry Unit NA:Not Applicable SK:Sketch CO:CallOut or Cleanout NB:Not Bearing SOG:Slab On Grade Cone:Concrete NIC:Not Included SPF:Spruce Pine Fir Cont:Continuous OC:On Center spacing SS Sanitary Sewer DF.Douglas Fir OSB:Oriented Strand Board STAO:Shear Transfer Around Opening HF:Hein Fir PCF:Pounds per cubic foot SP:SIPs shear wall HVAC:Heating.Ventilation,and Air PLF.Pounds per Lineal Foot TYP:Typical Conditioning Ply:Plywood UNO:Unless Otherwise specified GW:Gypsum shear wall PSL:Parallel Strand Lumber elsewhere Gyp:Gypsum wall board PSF:Pounds per Square Foot V or v:Shear(lbs)or unit shear(plt) GLB:Glulam Beam PSI:Pounds per Square Inch respectively I:Moment of Inertia PT:Pressure Treated with preservative W:Wall,full length IBC:International Building Code PW:Plywood or OSB shear wall WWF:Welded Wire Fabric ICF•Insulated Concrete Form RC:Relative Compaction LIMITED SCOPE OF CONSULTANT'S WORK: Consultant. The consultant in responsible charge of the work indicated herein is Tim K. Garrison,P.E., doing business as ConstructionCalc, Inc., hereafter indicated as"CCI." Scope of Consultant's Work.The scope of work of CCI is limited to structural analysis of a new single family residence.CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per minimum code. LOADS Following are the loads used for the subject design/analysis: o Roof live: 20 psf. 0 Exterior wall dead: 10 psf o Roof+ceiling dead: 15 psf 0 Interior wall dead: 7 psf o Roof snow: 25 psf 0 Seismic Factors: Ss= 1.107,Sl=0.44 o Floor live:40 psf 0 Seismic Des Category: "D" • o Floor dead, 1.5"gyperete: 27 psf. 0 Wind Exposure 'C',3-sec gust: 120 mph. o Stairs and exits,residential, live: 40 psf 0 Assumed allowable soil bearing pressure: o Deck live: 60 psf 2,000 psf. o Deck dead: 10 psf. C • SINGLE PROJECT: The calculations,drawings,notes,specifications,and/or tables prepared by CCI are valid only for the project indicated herein.These documents are not valid,are not applicable to,and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used,safety provisions employed,and the finished as-built condition of the structure and related systems. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General. Provide adequate temporary support to all walls,roofs,beams,columns,and floors during construction.Design of same is not included herein.Contractor or owner should check all temporary- supporting devices with a qualified person.Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. Retaining Walls.Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this). For retaining walls that are to be connected at their top to horizontal floor diaphragms,do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS,FOUNDATIONS,SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project.CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI.CCI depends on others for the provision of soils data,which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures,internal friction angle,and cohesion.In the absence of a geotechnical report CCI will make assumptions regarding soil parameters,however,CCI takes no responsibility or liability for future settlement,or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill''shall be granular material conforming to local or state highway specifications for imported road base or sub base;or use sand or other clean granular materials no larger than pea gravel..All structural fill must be compacted per the following section. Compaction: Place all fill materials in lifts not exceeding 8-inches.Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. In non-paved or non-footing areas use structural backfill or native backfill minus rocks,lumps, and organic matter,compacted to 92%relative compaction. Where pipes enter and exit structures(distribution boxes,utility boxes,catch basins, manholes,etc.)use structural fill around the structure. Carefully place and compact to 95%relative compaction under and around all pipes. When roots, rocks,or other undesirable materials cause over-excavation,fill over-excavation and compact per the above. (1 Foundations,Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". Foundations. Footings on Rock: Where footings bear on rock,clean the rock free of loose rock,dirt,moss, debris,or other deleterious substances. Pressure wash as necessary.Use bonding agent prior to pouring concrete on rock.Where rock is sloped less than 4:1 (14-degrees), no dowels into rock are necessary. Where rock is sloped 4:1 (14-degrees)or greater(up to 45-degrees max), use#4 x 18" long dowels rotohammered min., 8" into solid rock. Rotohammered holes to be 'A"diameter,perpendicular to face of • rock.No epoxy is necessary. Dowels to be located as follows: o For continuous footings,use dowel within 6"of ends,corners,and intersections and at 36"OC max spacing. Dowels to be centered on stemwall. o For pad footings larger than 12"square or round, use three dowels spaced 8"apart,centered on footing. If dowel is too long to fit in footing, bend as necessary to provide 2"cover at top and/or side(s). o For pad footings equal or smaller than 12" square or round, use two dowels spaced 6"apart, centered on footing. If dowel is too long to fit in footing,bend as necessary to provide 2"cover at top and/or side(s). Slabs on Grade. Subgrade below slabs shall be similar to the above. A layer of free draining material and a suitable vapor barrier(designed by others)are recommended for all interior slabs. . Footing Drains.Footing drains, with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base'of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4"perforated pipe routed downgradient to daylight, unless otherwise specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs,and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Minimum cement content=5 sacks per cubic yard. Maximum water/cement ratio shall be 0.45. All materials shall be in accordance with ACI 318, latest edition.Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures. Industry recognized and approved admixtures affecting set time, flowability,and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment. Provide 5%air entraining in all concrete exposed to the earth or weather. Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content. Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength: Standard Footings, Stem walls,Slabs on Grade. Reinforcing bars(rebar) for standard footings, stem walls, and slabs on grade shall be grade 40(Fy=40 ksi)or better,unless otherwise specified in the Plans. Strength: Retaining Walls and other Structural Elements. Reinforcing bars(rebar)for retaining walls retaining more than 4-feet of soil and their footings,and for structural beams,structural columns and the like shall be grade 60 (Fy=60 ksi)unless otherwise specified in the Plans. Splicing,Bending. All reinforcing shall be spliced,detailed,bent,and supported in accordance with the most recent ACI code adopted by the jurisdiction. • Welded Wire Fabric.Unless otherwise specified,welded wire fabric(WWF)shall be W2.9, 6"x6"(6 Ga.), ASTM A-185. Splice by lapping one mesh+2" all sides. Cover. Provide the following minimum cover: Footings and other unformed surfaces,distance from the bar to earth face...3" Formed surfaces in direct contact with earth 2" Surfaces exposed to weather 1-1/2" For slabs on grade,center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE: General.This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques.Minimum concrete embedment=4-inches unless otherwise specified.Minimum distance to any edge or end of concrete=3"from hole centerline unless otherwise specified. Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. Location of existing reinforcing bars may be by non-destructive methods(pachometer,radar, or similar). Washers. Use 3"x3"x.229"washers on all wood mud sill anchor bolts. Such washers may be slotted,with plate washer under the nut as allowed by the IBC. At non-mud sill locations,smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood, Non-Epoxy Systems. Use Simpson Titen HD where shown in the Plans.These anchors may be used to resist tension loads and shear loads. Install per manufacturer's recommendations. Epoxy Systems.For bolts,use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, with zinc plated,A307 'all-thread' bolts as shown in the sketches.For dowels,use ET-HP or SET high strength epoxy and rebar as specified on the Plans and Callouts. Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. CONVENTIONAL WOOD FRAMING: General Construction: Predrill all nail holes where required to avoid splitting.Connect all wood members per the Plans and applicable building code. Where Structural Plans do not specifically address a structural element, construct said element per minimum building code. Framing Material. All sawn framing lumber,not including beams,posts,and columns,shall be Spruce Pine Fir,Hem Fir,or Douglas Fir-Larch,Number 2 or better,unless otherwise shown.All sawn wood shall have moisture content less than 25%. Studs. Studs in exterior walls shall be a single member(not spliced nor discontinuous)from horizontal diaphragm to horizontal diaphragm(horizontal diaphragms are roofs and floors that connect to exterior walls.) Use balloon framing at stairwells,openings in floor diaphragms,etc. Stud size,material,and maximum length between diaphragms is shown in shear wall table. Beams and Posts. All sawn structural beams,headers,and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT(Pressure Treated)may be Hem Fir No. 2 or better. Glulams,PSLs,LVLs,etc. shall be per Prefabricated Wood Products section below. Nails: Nails called out herein are"common"sizes, i.e. 16d, 12d, 10d, 8d. Smaller diameter,similar length nail gun nails may be substituted provided 50%more nails are used. For example if 8, 16d are called out, F the number of similar length.131 diameter nail gun nails required is 8*1.5= 12. As another example if 16d nails are called out at 4"spacing,the spacing of similar length,narrower nail gun nails shall be 4/1.5=2.7". Shear Walls:'Walls called out as shear walls on the Plan shall be constructed per the Structural Shear Wall Table herein using materials designated for lateral load resistance by nationally-approved manufacturers. All shear walls must be positively connected at top and bottom to diaphragms.Walls not specifically called out,or labled"NS"are not intended as shear walls and shall be built per minimum code. Sheathing."PW"walls,use plywood or OSB,minimum thickness and nailing as indicated in Shear Wall Table,oriented either direction."GW"walls are drywall shear walls, use per Shear Wall Table. Sheathing Joints. Use blocking behind joints if indicated in the Shear Wall Table. With"PW and"GW" walls, no sheathing joints are allowed within 2-feet in any direction of a door or window corner. • Multiple Ply Members. • Trimmers, King Studs, Headers.Where more than one 2x is placed against another and used as a multiple ply king stud,trimmer,or header,connect all plies with 16d at 4"OC, staggered. Beams, Columns. Where more than one 2x,or LVL,or LSL is placed against another and used as a multiple ply beam or column,connect all plies with glue and 2, 16d at 4"spacing. Glue,Epoxy. Where specified,wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days.Use Liquid Nails LN-940 or similar. Prep and apply per manufacturer's recommendations. Epoxy used with wood dowels or drift pins shall be Simpson ET-HP,or other brand intended for wood use. Wood and dowel shall be clean and dry prior to epoxy installation. Window and Door Openings. Header.Use minimum size as called out on Plans. All headers shall be installed with their tall dimension vertical. If header is less than 3 inches wide(I.E.a single 2x or single LVL)use a flat 2x nailed to the bottom of header in an"L"configuration with 16d at 4"max spacing. If no header is specified,the wall is assumed non-load bearing and wall top plate may serve as the header. Multiple Adjacent Openings.Where adjacent door or window openings occur in a wall, headers for each opening shall be individual members with full-height king studs between them. Each header shall use the number of king studs specified below or in the Structural Callouts. Trimmers, aka Jack Studs.Use size(or larger)per Structural Callouts.Concealed flange hanger of similar bearing length and capacity may be substituted for trimmer. King Studs. Unless otherwise shown on Plans use the following.These must be full-height,bottom plate to top plate,IE diaphragm to diaphragm. * Opening less than 6' wide—use min.,one king stud each end of header. *Opening 6.1' wide to 9' wide—use min.,two king studs each end of header. * Opening 9.1' wide to 16'•wide,use min.,three king studs each end of header. Discontinuous Top Plate.Where wall top plates are cut,omitted,or otherwise discontinuous at a header,the end of the header shall be connected to the remaining top plate beyond with a horizontal CS18 strap with minimum 12" length on the header and 12" length on the top plate beyond. Strap may be on top, inside,or outside of wall. Anchor Bolts. Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown in the Plans but never greater than 60"OC and within 12"of ends and corners,with 3"x 3"x.229"steel el washers,wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set-see specifications in previous section.An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and corners and shall be fitted with 2"steel plate washers. Use either 1/2"diameter x 8" min embedment wet- set,or 1/2"Titen HD with 4"min embedment. Non-shear wall anchors may be 0.145" diameter powder-actuated pins with 1-1/2." min concrete embedment,at 16"OC,unless otherwise shown . Decks:Joist hangers used at decks shall be connected to all wood members with corrosion-resistant screws, Simpson SD9 or similar. Hangers shall be U or LU only(not LUS.)Ledgers shall be attached with screws or lag bolts per Callouts. All hardware and connectors shall be at least medium-duty corrosion-resistant with galvanizing or similar. Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil,and when directly exposed to weather. Pressure treating chemicals shall be inert,or otherwise non-reactive with metal connectors(including nails,bolts, framing connectors,etc.)or structural steel members. In certain cases non-pressure treated lumber may butt against concrete. In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Blocking/Bridging. Provide continuous blocking at all bearing locations.Provide full depth bridging or blocking at 8'OC max. in joist or rafters without continuous plywood diaphragm connection on the top . • Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post,column,or other concentrated loads through the floor to the supports beneath. Bolts.Unless otherwise specified: Use washers on all bolts;tighten all bolts to a very snug wrench tight condition;use standard A307 bolts; for bolts in wood,drill the same diameter hole as the bolt; for bolts in steel drill holes 1/16" larger than the bolt diameter.Provide the following minimum edge distances between centerline of bolt and all edges of bolted wood,and between centerline of multiple bolts: 5/8 inch diameter bolts 3 inches 3/4 inch diameter bolts 3.75 inches Minimum distance between edge of bolt and any edge of steel plate(angles,gussets, flanges,webs,etc.) shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above. Lag Bolts. All lag bolts greater in diameter than 1/4"shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70%of the unthreaded shank diameter(or alternatively,90%of the root diameter of the threaded portion). Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified,however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements. The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to.Nails and screws which will be exposed to weather shall be 11-1 galvanized or stainless steel. If installation risks cracking of wood,contact engineer for alternate nailing and /or alternate connector. Simpson SDS Wood Screws. Where specified, install per manufacturer's recommendations. In general these do not need pilot holes. However, if wood is old and or very dry pilot holes may be required to avoid splitting.Use length as specified in Plans but never less than required to ensure full strength. Simpson SD Wood Screws.With most Simpson connectors,Contractor may use SD9 in lieu of 10d nails, and/or SD 10 in lieu of 16d nails.These are provided in 1-1/2"and 2-1/2" lengths. Use the length necessary for full penetration into the member(s)connected. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses.Where shown on the plans,all prefabricated structural roofing members shall be designed by a certified professional engineer.The prefabricated structural roofing designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes, forces, installation procedures,blocking,bracing,etc. Engineered Wood—General.These products must be provided,stored,and installed in accordance with manufacturer's recommendations. Failure to do this may void the warranty and diminish load carrying capacity.Any nationally-recognized brand that meets the below specifications is acceptable. I-beam.Composite Web/Flange Joist Products.The contractor shall install the I-Joist products complete with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the manufacturer. PSL(Parallel Strand Lumber)and Versa-Lam.Use minimum 2.0E,2,900 psi minimum allowable bending stress. LVL(Laminated Veneer Lumber). Use minimum 1.9E,2,600 psi minimum allowable bending stress. LSL(Laminated Strand Lumber). Members indicated as 1.5E shall have min., 1.5E modulus of elasticity and 2,300 psi allowable bending stress.Members indicated as 1.3E shall have min., 1.3E modulus of elasticity and 1,700 psi min.allowable bending stress. Glue-Laminated Timbers. Unless otherwise noted,all glulam beams shall be 24F-V4 DF/DF. Any that span continuously over one or more interior supports or are cantilevered,use 24F-V8 DF/DF.Use industrial appearance grade,unless visually exposed to interior living space use architectural appearance grade. Pressure Treated(PT)glulams shall be not less than 10%weaker than the above in bending,shear,and modulus of elasticity, using suitable wood species for pressure treating. All glulams shall be manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations. Cl 2316 Antone Way Tim K. Garrison, P.E. Anacortes, WA 98221 Phone:(360)708-1865 Professional Engineer N TimG@TimKGarrison.com I Structural Strategy <i Lateral: rl �I Decks and porch roofs, use I— rI diaphragms to horizontal cantilever I - J' —1 — lateral loads back to building.Posts ii �r I( may be pin-pin-okay. ,— 1= I f Type 1PW shear walls have low unit I_ shear force thus no holdowns I �- required by inspection. !1 11 Where plate to plate height of shear panel>3.5:1, use shear transfer around opening(STAO)and height of opening for aspect ratio calc. Use continuous king studs at I sides of opening and no joints in " sheathing within 2'of opening ;{ it corners to achieve STAO. --- '' i Z4 26 21? L J 24 ••_ .i ---il I 1 il 1I — I :i i I, J ZS— I 1 L Jl 2 c. - ;I i i �I - —it' _ �i .. zD .— II i •I _1 Ze. C2 Structural Design Loads - IBC 2015 & ASCE 7-10 Seismic Calculations - Per ASCE 7-10 Project Loudermilk home Job No t20044 Date 6/18/20 Location 2805 Grady Lane,Anacortes,WA USGS 0.2 Second Response Ss= 1.107 %of gravity USGS 1.0 Second Response S,= 0.440 %of gravity No.of stories above ground lev. Two Stories V Site Class Stiff Soil Profile.D(Typ.) V Risk Factor Comm'l,Industrial Residential-Med Hazard,ll Equiv Lateral Force Method Seis importance, IE= 1.00 Structural System Bearing wall-wood or light steel shear wall v .2 sec response,Ss= 1.107 Ss use for Cs= 1.107 Is structure regular and 5 stories or less? Yes V Use Ss=1.5 max for Cs calc 1 sec response,St= 0.440 Site coef,Fs= 1.057 Redundancy factor,p= 1 Site coef,F = 1.560 Period,long-period(Map,ASCE7-10,p.224,fig 22-12),TL= 16 Response mod coef.R= 6.50 Height of top of building,hn= 22 ft 0-Str factor,0 = 3.00 Deft Amplf,Cd= 4.00 EQUIVALENT FORCE METHOD,ASCE7-10, 12.8 I Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter,SMs= 1.170 Height Limit(feet) 65 Spectral accel parameter,Skit= 0.686 Max.Allowable Story Drift 0.015 hsx or L/67 Design spectral parameter,Sos= 0.780 0-Str factor,0„ 3.00 Design spectral parameter,Sol= 0.458 Seismic Base Shear,V 0.120 *W I Building period coef,CTs= 0.020 Horizontal Seismic Load Effect,Eh 0.120 *W Approx fundamental period,Ts= 0.203 Vertical Seismic Load Effect,Ev 0.156 *W Upper limit period coef,Cu= 1.400 Seismic Load Effect E=Eh+-Ev 0.276D&-0.036D Building period,use,T= 0.284 LRFD Comb 5 1.356D+Eh+.5L+.2S Cs„,,,= 0.347 LRFD Comb 7 0.744D+Eh Csmtn= 0.010 ASD Comb 5 1.109D+.7Eh Seis response coef,Cs= 0.120 ASD Comb 6b 1.078D+.525Eh+.75L+.75S Min diaphragm force,Fpx min= 0.156D ASD Comb 8 0.491D+.7Eh Max diaphragm force,Fpx max= 0.312D Wind Loads Per ASCE 7-10 - Analytical Procedure Wind Loads On Buildings-MWFRS, Directional Procedure-All Heights ASCE7-10,Chapter 27 Project Loudermilk home Job No t20044 Date 6/18/20 Building Wind Exposure Exp C-Where exp.B and D don't apply. V Enclosure Classification Enclosed Building(Typical) V 3-Sec Gust, Basic 120 mph V ASCE7-10 maps,Fig 26.5,p247 ASO.Basic Combos.Stress increases allowed for wood only V Method Load Comb Factor 0.6 Roof Pitch 1,max. 3.00 /12 Slope 1 0= 14.0 deg Roof Pitch 2,max. 3.00 /12 Slope 2 0= 14.0 deg L3 Hill Shape Topographic Factor Not Applicable V uB 0.90 Building Width Perp.To Ridge B= 62 ft h/L 0.36 Building Length Parallel To Ridge L= 56 ft Gust Effect Factor G= 0.85 Mean Height Of Roof(ft) h, = 20.0 ft 3-Second Gust Power Law Exponent a= 9.5 Eave Height(ft) heave= 18.0 ft Normal Ht Of Atmosp.Bndry Layer zg= 900 ft Directionality Constant Kd= 0.85 Velocity Press Exposure Coefficient Kh= 0.902 26.8 ASCE 7 Height of Hill or Escarpment(ft) H= IBC Load Factor for ASO Wind-1605 3.2 C0= 0.60 Narrowest Half-Width of Hill at Half-Height(ft) Lh= Topographic Factor Kzt= 1.000 Horiz.Distance From Crest To Bldg.Site(ft) x= Velocity Pressure @ mean roof ht. qh= 28.26 psf Windward Wall Pressures Internal Pressure Intermed. Windward Internal Pressure Elev K Value a, Wall 0-15 feet 0.849 15.96 psf 10.85 psf +/-5.09 psf 15-20 feet 0.902 16.96 psf 11.53 psf 20-25 feet 0.945 17.77 psf 12.08 psf Longitudinal (Parallel To Ridge) 25-30 feet 0.982 18.47 psf 12.56 psf 30-40 feet 1.044 19.62 psf 13.34 psf Leeward Wall Side Walls 40-50 feet 1.094 20.56 psf 13.98 psf -7.21 psf -10.09 psf 50-60 feet 1.137 21.37 psf 14.53 psf (Outward) (Outward) 60-70 feet 1.174 22.07 psf 15.01 psf Roof Pressures- 70-80 feet 1.208 22.70 psf 15.44 psf Based On Posn. Pressure Down Ridge 0 to h/2 -12.97 psf Transverse(Perp.To Ridge) h/2 to h -12.97 psf h to 2h -12.97 psf Leeward Wall Side Walls • >2h -12.97 psf -6.90 psf -10.09 psf (Outward) (Outward) Horiz ro - 13.34 psf Slope 1 20.2 psf 3.00/12 4)0' -8.60 psf -6.81 psf -1.11 psf 12.56 psf 19.5 psf 12.08 plf +/-5.09 psf 19.0 psf 10 +/-5.09 psf 11.53 psf pis +/-5.09 psf -} -6.90 psf 18.4 psf 15 /-5.09 psf 10.85 psf .--71. "4 17.7 psf 0` // //_ . k• ` - /�///.. /, 62.00 ft Roof 1 slope: 3:12 0.24 rads 14.04 deg Roof 2 slope: 3:12 0.24 rads 14.04 deg Press,slope 1,roof,horiz proj: 3.7 psf Press,slope 2,roof,horiz proj: 3.7 psf ConstructionCalc, Inc G4- Lateral Load Calculator Job No.. 120044 Job Name:Loudermilk By: 1kg Architect/Designer: Sykora Date: 6/18/2020 Building: house+gar R basic 6.5 rho basic 1.0 SEISMIC LOAD CALCULATOR Seismic Factor: 0.120 (Basic.Ma Roof Snow[ 25 psf Fir Storage LL Gridline: Gridline. Gridline Gridline: Gridline: Gridline: Gridline: Gridline: up n-s up e-w A Dim 1 3122 00 csr Dim 2 1.00 ri Trib Area 3218.1 0.0 0.0 0.0 0.0 0.0 0.0 0 0 Dead weight,psf,; 15.0 1 15.0 T 15.0 T 15.0 T 15.0 T 15.0 f 15.0 r 15.0 1 ct Seismic factor.: 0.120 : 0.120 i 0 120 i 0.120 I 0.120 1 0.120 , 0.120 1 0.120 1 Calc'd seis load 5792.6 0.0 0.0 y 0.0 y 0 0 y 0.0 0.0 0.0 Dim 1 232.00 92 00 Dim 2 7.00 11 00 _ 3To Mul factor 1 00 1 00 1 00 1 00 1.00 1.00 1.00 1.00 Trib Area 1624.0 0 0 1012 0 0.0 0.0 0.0 0.0 0.0 w Dead weight,psf.! 10.0 1 10.0 r 10.0 T 10.0 T 10 0 T 10.0 `1. 10.0 f 10.0 Seismic factor.; 0.120 1 0.120 t 0 120 ; 0.120 I 0.120 : 0.120 : 0.120 1 0.120 Calc'd seis toad 1948.8 0.0 1214.4 0.0 0 0 0.0 0.0 0 0 Dim 1 56.00 Dim 2 16.00 Mul factor_ 1.00 1.00 1.00 1.00 r 1 00 1 00 1.00 1 00 g Tnb Area 0.0 0.0 896.0 0.0 0.0 1 0.0 0.0 0.0 Dead weight,psf.! 27 0 27.0 I 27.0 I 27.0 T 27.0 -T 27.0 j 27.0 I 27.0 Seismic factor.; 0.120 ; 0.120 ! 0.120 i 0.120 I 0.120 y. 0.120 1 0 120 ! 0.120-1 Calc'd seis load 0.0 0.0 2903.0 0.0 0.0 0.0 _y 0 0 0.0 Dim 1 298.00 Dim 2 1.00 ,v Mul factor 1.30 1.30 1.30 1.30 1.30 _ 1 30 1 30 1.30 $, Trib Area 0.0 0.0 387.4 0.0 0.0 0.0 0 0 0.0 r ------- Dead weight,psf.! 10.0 I 10 0 r r Y Y Y 10.0 I 10.0 I 10.0 --i Seismic factor i 0.120 I 0.120 I 0.120 1 0.120 I 0.120 I 0.120 i 0.120 t---0.120 1 Calc'd seis load 0,0 0.0 464 9 0.0 0.0 0.0 0.0 0 0 Other GLs 7741.4 3406.2 Seismic Applied VI 7741.4 I 7741.4 I 7988.5 I 0.0 I 0.0 L 0.0 1 0.0 I 0.0 -I WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline. up n-s up e-w A 0 0 0 0 0 Dim 1 20.00 _ Dim 2 3.50 _ e"> Mul factor 1 00 _ 1.00 1.00 1.00 1.00 1.00 1.00 1.00 g Trib Area 0 0 . 70.0 0.0 0.0 0.0 0.0 0.0 0.0 iz Wind psf load; 8 0 I 8.0 , 8.0 i 8.0 i 8.0 1 8 0 1 8 0 1 8 0 Calc'd wind load 0.0 560.0 0.0 0.0 0.0 0 0 0.0 0.0 Dim 1 56.00 37.00 _ 41 Dim 2 8.00 7 00 _ Mul factor 1.00 1.00 1.00 1 00 1.00 _ 1.00 1 00 1.00 k' Trib Area 448.0 259.0 0 0 0.0 0.0 0.0 0.0 0.0 Wind psf load! 19.0 i 19.0 1 19.0 y 1 19 0 1 19.0 I y 19 0 f 19.0 119.0 t Calc'd wind load 8512.0 4921.0 0.0 0 0 0.0 0.0 A 0.0 0.0 Dim 1 26.00 20.00 1 Dim 2 5.00 11.00 _ Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 x Trib Area 0.0 130.0 220.0 0 0 0.0 0.0 0.0 0 0 w Wind psf load i 17.7 1 17.7 r 17 7 T 17.7 y 17.7 i 17.7 a 17 7 [ 17.7 Calc'd wind load 0.0 2301.0 3894.0 y 0.0 0.0 0.0 0.0 0.0 Other GLs 3424.1 Wind Applied V 8512.0 I 7782.0 I 7318.1 I 0 0 I 0 0 L 0 0 I 0.0 I 0.0 Gridline: Gridline. Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up n-s up e-w Tr 0 0 0 0 0 Controlling V 8,512 lb 7,782 lb 7,989 lb 0 lb 0 lb 0 lb 0 lb 0 lb Controlling Force Type wind wind seismic - - - - - ConstructionCalc, Inc6,5 • Description: u. n-s Distribution of Lateral Loads Seismic Adjustments per Grid Total V,unfactored 8.,':'2 Building: house+gar R adjust Grid Rho adj Grid Wind or Seis control?(w or e) wi . [ I Total V.factored 5,107 lb Adjst'd multiplier - - Grids_ 21-23 24-27 _ Percentage V 50% 50% [ 0% Leftover V/grid 2,554 lb 2,554 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 5,107 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 2.5 If 2.9If 4.81f 22.0If 3.0 If _ ' 35.2 If 73 plf 1PW 3.0 ff 8.5 ff 2.0 If 13 3 If , 26.8 if 95 pi( 1PW Description: u. a-w Seismic Adjustments per Grid Total V,unfactored r /8?' R adjust Grid Rho adj Grid Wind or Seis control?(w ore) vv,,c I I Total V,factored 4,669 lb Adj t'd multiplier - - l-- Gnds 2a 2b-2d 2e _ ' Percentage V 44% 44% 12% _ 0% Leftover V/grid 2,054 lb 2,054 lb 560 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 4,669 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 2.0 If 3.0 If 2.9 If 2.9 1f _ 10.8 If 190 plf 2PW 11.0 If 7.0If _ 18.0 If 114 plf 1PW 2.2 If 2.2 If 4.41f 127 plf 1PW Description: A Seismic Adjustments per Grid Total V,unfactored 7,S8S i R adjust Grid Rho adj Grid Wind or Seis control?(w or e) seismic I Total V,factored 5,592 lb Adjst'd multiplier - - Grids' A ' ' ' ' ' t— _ Percentage V 100% - 0% Leftover V/grid 5,592 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 5,592 lb Sum check OK Min. Grid Pnt 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use f 3.5 If ri..-2. 1 3.7 If J 3,7 If J_ 6.3 If J J 1 ) 20.4 If 274 plf 2PW Uplift Calculator Panell.D.' A 3 Unit lateral load,factored,Eh,plf 274 plf UpliftRange Panel horiz.length.ft, 3.5 ft _ Panel ht.(mom-arm),ft. 7.0 ft _ _ Add'I uplift from upper story,Lt.end,lb Add'f uplift from upper story.Rt.end,lb Dead point load at Lt.end,lbs. 1.000 lb Dead point load at Rt.end,lbs. 1,138 lb No.AB's to help keep Lt.end down 2.0 ea. No.AB's to help keep Rt.end down 2.0 ea. Dead weight UDL.Of, 569 Alf i 1_ Uplift Lt.end.ASD comb 7,8 -279 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! Uplift Rt.end,ASD,comb 7,8 -362 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! C.b • Tim Garrison, P.E, C15'RUCTIONCALC P'ol3.am v6,0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional Job 120044 Spans and Supports(Note pith and fixity if any.not shown) Member I.D, 20h Other Info. 6/18/20 0 5 05 2 2.3 3 3.0 ; .05 Type? Ample span,fully braced v Leh Capfilever Span 1 Sop)2 Span 3 Right Cantilever TQt Member Lenolh Lenth of Spans: 4.00 ft 4 00 ft Allowable Deflection.Main Spans Live Only U Code minimum•Normat:L/360&L/2.10 v 360 •= 0.13 in Total,U i 240 - 0.20 in 1 N/A = 0.00 in Total,U':, N/A 1= 0 00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len. 4.00 ft Add Self Weight? yes-S fweightwdlbeaddedtoapp,edD1 ti Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof DL for pitch? yes . Roof Pitch 3.0.12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 14.00 ft - 216.5 lb/ft 350.0 lb/ft Uniform Ld.5 10 psf - - , Tot Unit Load - 216.5 Ib/ft 350.0 Ib/ft Loads Point loads No lito scale 600 400 200' 0 Q 0,5 1 1.5 2 2.5 3 3.5 •4• 4 5 -200 r 4x And Smaller(Lumber] Cafe('Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8,2.8 plf 2 x s v Load Duration Snow:1.t5 v %Overdesign 2 x 8 (4)2 x 4 Moisture Medium Dry-18% v 000plas Fir-Lard, v Repetitive Use? No v Pos Bending 19.4% (2)2 x 5 3 x 6 - Press Treated? No,NOt P.T. " No.2 v Flat Use? No . Neg Bending NA (3)2 x 4 4 x 5 Temp Cond. too deg F&less r Fb Pos 1,241 psi Fv 207 psi Shear 31.8% Fb Neg 1.187 psi Fcp 625 psi Span(s)Defl'n 364.9s/e Allow Pos Mom 1,359 ft-lb 147 63 in"4 Cantilever(s)Defl'n NA Allow Neg Mom-1,300 ft-lb E 1,600 kst Cale'd member OK by: 19.4% Allow Shear 1,501 lb El 76,216 ksi Controlling criteria is. Pos Bending Req'd Searing Support 1 Support 2 Support 3 Suaoort 4 Self Wt 2 78 plf For 2 x 8 Cond's Of Use:Load Duradon:1.15-Snow 1.50 in 1.50 in - Reactions Support I Support 2 Support 3 Support 4 Moments Support 1 Suasion 2 Support 3 Support 4 Max Total 1,138 lb 1,138 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 438 lb 438 lb - 0 ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Den - 0.000 in - - Allowed 0 200 in 0 200 in 0.200 in Max Dn Den - -0.043 in - - - Allowed 0.200 in 0.200 in 0.200 in ProBeam v7 WC 5-23-19 07 - Tim Garrison, P.E. CGNS RUCTIONCALC ProBeam v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t20044 Spans and Supports(Nolo pitch and fuuty.if any.not shown) Member I.D 20h Other Info. 6118120 0.5 i .a 2 2 S 3 5 Type? Simple span,fully braced • Left Cantilever Span 1 Span 2 Span 3 Rioht Cantilever Tot Member Lenalh Lenth of Spans 3.00 ft 3.00 ft Allowable Deflection,Main Spans Live Only,U Code Minimum.Normal:L/360&U240 • 360 i= 0.10 in Total,U 240 '= 0.15 in WA_._.. 1= 0.00 in Total,Ui ............WA 1= 0.00 in Pitch if Member Being Designed is Sloped: 0.0 12 Mem True Lem 3.00 ft Add Self Weight? yes.Self weight will be added to applied a v Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? NO ' Increase Roof DL for pitch? Yes ' Roof Pitch l 2 0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 16.00 ft - 243 3 lb/ft 400 0 lb/ft Uniform Ld 2 40 psf - - - Uniform Ld.3 60 psf 10 psf - - Uniform Ld 4 40 psf 27 psf - - Uniform Ld 5 10 psf 2.00 ft - 20.0 lb/ft Tot Unif Load - 263.3 lb/ft 400.0 lb/ft 1 Loads Point loads aro 1l10 sub 1000 500 0 _ -500-I 0 5 1 LS 2 2.5 3 3 5 4x And Smaller(Lumber) Cale'd Member Results For 2 x 8 • Solutions Using Self Weight of Sawn 2 x 8,2.8 plf 2 x 8 • Load Duration Snow:1.15 • %Overdesign 2 x 6 (4)2 x 3 Moisture Medium Dry-18% • Douglas Fir-Larch v Repetitive Use? No Is Pos Bending 81.4% (2)2 x 4 3 x 5 Press Treated? No,Not P.T. • No.2 . Flat Use? No v Neg Bending NA (3)2 x 4 4 x 4 Temp Cond 100 deg F&less _• Fb Pos 1,241 psi Fv 207 psi Shear 50.2% Fb Neg 1,241 psi Fcp 625 psi Span(s)Defl'n 841.7% Allow Pos Mom 1,359 ft-lb 147.63 in^4 Cantilever(s)Defl'n NA Allow Neg Mom-1,359 ft-lb E 1,600 ksi Calc'd member OK by: 50.2% Allow Shear 1,501 lb El 76.216 ksi Controlling criteria is. Shear Read Bearing ,Support 1 Support 2 Support 3 Support 4 Self WI 2.78 plf Cond's Of Use:Load Duratlon:1.15-Snow For2x8 150 in 1.50 in - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 999 lb 999 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 399 lb 399 lb - - Oft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span g Span 3 Rt Cantivr Max Up Deft - 0.000 in - - - Allowed 0.150 in 0.150 in 0 150 in Max Dn Deft - -0.016 In - - - Allowed 0.150 in 0.150 in 0.150 in ProBeam v7 WC 5-23-19 . Ge /rLifV - Tim Garrison, P.E. 4. S i2UCTIONGALC r _,•1.. ..1.a... .-,R�r,5pr r v tra 6ProBeam .o important:Notches and connectors not cosidered Dynamic loading not considered Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t20044 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 22h I Other Info. 6/18/20 2 3 4 5 e Type? Simple span,fully braced w i,eft Cantilever Span 1 Span 2 an 3 Right Cantilever Tpt Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection,Main Spans Live Only,U Code Minimum-Normal.U360&4240 1' 360 != 0.20 in Total,U; 240 1= 0.30 in ; N/A j= 0.00 in Total,Uf._.- NIA--. 1= 0.00 in Pitch if Member Being Designed is Sloped. 0.0:12 Mem True Len:6.00 ft • Add Self Weight? yes-self,,,,eight will be added to app ned DC Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? yes ". Roof Pitch I 2.0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 16.00 ft - 243.3 lb/ft 400.0 lb/ft Uniform Ld.2 40 psf - - - Uniform Ld.3 60 psf 10 psf - - Uniform Ld.4 40 psf 27 psf - - Uniform Ld 5 10 psf 2.00 ft _ - 20 0 lb/ft Tot Unif Load - 263.3 lb/ft 400.0 lb/ft Loads Point bads are lii0 scale 1000 500 0 -500 i 1 2 3 4 S 6 • ' 4x And Smaller(Lumberl Calc'd Member Res)ilts For(2)2 x 10 Solutions Using Self Weight of Sawn(2)2 x 10,7.1 plf _ (2)2 a 10 v Load Duration Snow 1.1S V %Overdesign 2 x 14 (4)2 x 6 Moisture Medium Dry-18% V Douglas nt-Lards . Repetitive Use? No ._ pe Pos Bending 34.5% (2)2 x 10 3 x 10 Press Treated? No,Not P.T V No.2 w Flat Use? No . Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. 100 deg F&less I, Fb Pos 1,138 psi Fv 207 psi Shear 90.4% Fb Neg 1,138 psi Fcp 625 psi Spans)Def'n 385.8% Allow Pos Mom 4,058 ft-lb 1197.86 inx4 Cantilever(s)Defl'n NA Allow Neg Mom-4,058 ft-lb E 1,600 ksi Cale'd member OK by. 34.5% Allow Shear 3.830 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self WI 7,09 plf For(2)2 x 10 Cond's Of Use:Load Duratton:1.15-Snow 1.50 in 1.50 in - Reactions Support 1 Support 2 Support 3 SuDport 4 Moments Support 1 Support 2 SuDoOrtl SuDport 4 Max Total 2.011 lb 2.011 lb O ft-lb O ft-lb O ft-lb O ft-lb Mini Total 811 lb 811 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Canllvr Span 1 ,Span 2 ,Span 3 Rt Carylvr Max Up Deft - 0.000 in - - - Allowed . 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.062 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam v7 WC 5-23-19 Tim Garrison, P.E. CONS'R.UCTtONCALC ProBeam rir,,,,ip.s,r4.shu•i,v.m3jnAbk.r v6.0 important.Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job 120044. Spans and Supports(Note,pitch and fixity.It any,not shown) Member I.D. 22h case 2 Other Info. 6/19/20 Y t 3 Type? Simple span,fully braced v Left Cantilever Den 1 Span 2 Sparc 3 Riaht Cantilever Tot MemberJ,erxtth Lenth of Spans: 6.00 ft 6 00 ft Allowable Deflection.Main Spans Live Only,U Extra Stiff:t/600&1/ago v I 600 i= 0.12 in Total,U! 480 = 0.15 in N/A = 0.00 in Total,UI N/A = 0.00 in Pitch if Member Being Designed is Sloped. 0.0.12 Mem True Len: 6.00 ft Add Self Weight? No_seer weigh is mowed to applied DL v. Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? NO w. Increase Roof DL for pitch? Yes IllRoof Pilch 1 0 12 J Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.4 40 psf 27 psf 8.00 ft 320.0 Ib/ft 216.0 lb/fl Tot Unif Load 320.0 lb/ft 216.0 lb/ft - Loads Poet loads are flip Scale 600 400 200 0 . -2004. 1 2 3 4 5 6 4x And Smaller(Lumbe1 Gated Member Results For(2)2 x 8 Acceptable Solutions _ (2)2 x 8 v Load Duration Live:1.00 V %Overdesign 2 x 14 — (4)2 x 6 y Moisture Medium Dry-18% V Douglas Fir-Larch w Repetitive Use? No w Pos Bending -2.0% 2)2 x 10 3 x 10 Press Treated? No,Not P.r, V No.2 w Flat Use? No w Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. 100 deg F&less w Fb Pos 1,080 psi Fv 180 psi Shear 62.3% Fb Neg 1,080 psi Fcp 625 psi Span(s)Defl'n 46.3% Allow Pos Mom 2,365 ft-lb 195 27 in^4 Cantilever(s)Defl'n NA Allow Neg Mom-2,365 ft-lb E 1,600 ksi Calc'd member FAILS by: -2.0% Allow Shear 2,610 lb El 152,431 ksi Controlling criteria is: Pos Bending Read Bearing Support 1 Support Z Support 3 Sunogrt 4 Self Wt 5.56 plf For(2)2 x 8Cond's Of Use:Load Duration:l.0-Live i 150. in 1.50 in - - L. Reactions Support 1 Support 2 Support 3 SUDDort 4 Moments $UDDfNl 1 Suwon $rpporf 3 Support 4 Max Total 1,608 lb 1,608 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 648 lb 648 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Canllvr Span 1 Sean 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0 150 in 0.150 in 0.150 in Max Dn Deft - -0.103 in - - - Allowed 0.150 In 0.150 in 0.150 in ProBeam v7 WC 5-23-19 • Gto . Tim Garrison, P.E. C:�`NS RUCTIONCALC Frosesm C� ..ta,- arru- 144.4., •1 v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2015-2003 IBC All designs should be checked by a competent professional. Job t20044 Spans and Supports(Note.pitch and fixity,if any not shown). Member I.O. 24h I Other Info. 6/18/20 -6' 2 s 6 8 r0 ,2 ru r6 ro Type? Simple span,rutty braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans. 18 00 ft 18.00 ft Allowable Deflection,Main Spans _ Live Only,L/ Code Mosmum-Normal:L/360&U240 V L..._.........._360... ......... = 0.60 in Total.1/1 240............... = 0.90 in NlA..............._i= 0.00 in Total,U.................NlA ` 0.00 in Pitch if Member Being Designed is Sloped 0.0 12 Mem True Len: 18.00 ft Add Self Weight? yes-sed weight will be added to embed a. ' Loads: Uniform Loads Over Full Length of Member r Loads From Continuous Member? No ' Increase Roof DL for pitch? yes V Roof Pitch 3.0 12 , Live Dead Snow Trib.Width Live Dead Snow Uniform Ld 1-Roof 20 psf 15 psf 25 psf 6.00 ft • 92.8 lb/ft 150.0 lb/ft Uniform Ld.5 10 psf • - Tot Unif Load - 92.8 Ib/ft 150.0 lb/ft Loads Pont beds are 1110 scale 300 200 100 0 , -100'' 2 4 6 8 10 12 14 16 18 ?] Glu Lam Calc'd Member Results For 5.5 x 10.5 Solutions Using Self Weight of Gtulam 5.5 x 10.5,14.8 plf Misc manufacturers v Load Duration %Overdesign 2.5 x 13.5 5.125 x 10.5 8.75 x 9 I Moisture Medium Cry-18% V 5.5 x 10.5 • Snow:1 1$ V Pos Bending 122.8% 3 125 x 12 5.5 x 10.5 Press Treated? No,Not P.T. V 24F-V4,DF/pF V Neg Bending NA 3.5 x 12 6.75 x 9 Temp Cond. 100 deg F&less w Fb Pos 2.760 psi FA/305 psi Shear 406.2% Fb Neg 2,077 psi Fcp 650 psi Span(s)Defl'n 41.3% Allow Pos Mom 23.242 ft-lb 1530 58 in^4 Cantilever(s)Defl'n NA Allow Neg Mom-17.494 ft-lb E 1,800 ksi Calc'd member OK by: 41.3% Allow Shear 11,733 lb El 955.041 ksl Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 14 76 plf For 5.5 x 10.5 1.50 in 1.50 In Cond's Of Use:Load Duradon:1.15-Snow - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,318 lb 2,318 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total . 968 lb 968 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 a ,Ivr Max Up Defl - 0 000 in - - - Allowed 0.900 in 0 900 in 0 900 in Max Dn Defl - -0.637 in - - - Allowed 0.900 in 0.900 in 0.900 in ProBeam v7 WC 5-23-19 C 1.1 Tim Garrison,P.E. C Ctl.15 RUC•TIONCALC Pof•am _ v6.o Important;Notches and connectors not cosidered.Dynamic loading not cons dered.Compliant with 2015-2003 IBC.Ad designs should be checked by a competent professional. Job t20044 Span.one Supports(Note.oxen end limy.rl any,not 1 ovml Member I.D. 30b Other Info. 6/18/20. 3' , 4 3 S - Type? S.npe spar,0Rf braced w Left Cantilever Soan 1• Soon T Spun 3 Right Cantilever Tot Member Length Lenth of Spans: 6.50 ft 6.50 ft Allowable Deflection.Main Spans _ Live Only.L/ Code ferwnrn'Nonnei V36061J240 V . 360 I a 0.22 in Total L/I 240 :a 0.33 in N/A i a 0.00 in Total.L/ N/A 1 a 0.00 in Pitch it Member Being Designed is Sloped: 0.0.12 Mem True Len:6.50 ft Add Self Weight? Yes•Sea weyu wd be added to wow a W. Loads: Uniform Loads Over Full Length of Member Loads From Continuous Members No Increase Roof OL for pitch? Y1 ' Roof Pitch :i. 2.0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld 1-Roof 20 psf 15 ps1 25 ps1 16.00 ft 243.3 Ib/ft 400.01b/ft Uniform Ld.2 40 psi - - - Uniform Ld.3 60 psi 10 psi - - Uniform Ld.4 40 psf 27 ps1 • Uniform Ld.5 10 psi 2.00 ft - 20.0 @lft I I Tot Unit Load • 263.3 lb/ft 400.0 lb/ft Leads Ppnt bads are 1r10 rah 1000 500 0 . 500 it 1 2 3 4 5 6 4x And Smaller(Lumber) Calc'd Member Results For 4 x 1Q Solutions Using Self Weight of Sawn 4 x 10.8.3 pit 4 x 10 • Load Duration Snore 1.1S s• %Overdesign • (4)2 x 8 Moisture .fasrmi lay-sew _V_ Doug us F*•LarJn v Repetitive Use? no w Pos Bending 45.6% (2)2 x 10 3 x 12 Press Treated? No,Not a T w No.2 . Flat Use? no w_ Neg Bending NA (3)2 x 8 4 x 10 Temp Cond too ap r&less V Fb Pos 1,242 psi Fv 207 psi Shear 104.7% -- Fb Neg 1.242 psi Fcp 625 psi Span(s)De rn 345.0% Allow Pos Mom 5.165 N•ID 1230.84 inM Cantilevers)Defrn NA Allow Nag Mom-5,165 ft-lb E 1,600 ksl Calc'd member OK by: 45.6% Allow Shear 4 468 lb El 369.345 ksi Controlling criteria is: Pos Bending Read Bearing $QL 1 Support 2 $ubport 3 §aggonA Self Wt 8.28 pit cone.Of u.•:Load Duauon:s IS-Snow For 4 x 10 1.50 in 1.50 in 6x And Larger(Timber) Calc'd Member Results For 6 a 8 Solutions Using Self Weight of Sawn 4 x 10,8.3 plf 6.8 w Load Duration snow::is w %Overdesign 6 x 8 12 x 12 Moisture Negum t>ry-18% V Doxaas fir.term ar Repetitive Use? No w Pos Bending 4.5% 8 x 8 14 x 14 Press Treated? No,Not P.T v was•No 2 v Flat Use? No t Neg Bending NA 10 x 10 16 x 16 Temp Cond 100 de0 r&less • Fb Pos 862 psi Fv 196 psi Shear 146.3% Pb. Neg 862 psi Fcp 600 psi Span(s)Den 202.9% Allow Pos Mom 3.706 ft-lb 1193.36 inM Cantilevers)Defrn NA Allow Neg Mom-3.706 ft-lb E 1.300 ksi Calc'd member OK by: 4.5% Allow Shear 5.376 lb El 251,367 ksi Controlling criteria is: Pos Bending Read Bearing 5,4001 I upon 2 Z.Y.0Q98 3 $uo00rt 4 Self Wt 10.55 pit Cones Of um Load Duration:/.IS-Snow For 6 x 8 1.50 In 1.50 In Reactions &SIMI $uoaort Z Su000rt 3 Suwon 4 Moments 5u000rt 1 5upoon Z Support 3 SvDport 4 Max Total 2,183 lb 2,183 lb • - 0 ft-lb 0 ft-lb O ft-lb O ft-lb Min Total 883 lb 883 lb - • 0 ft•Ib 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Defections Lt Cantivr SQah 1 Sp60„Z 50a2 Rt Cantivr Max Up Den - 0.000 in - • Allowed 0.325 in 0 325 In 0.325 in Max On Deft • -0.073 in - • Allowed 0.325 in 0.325 in 0 325 in ProBeam v7 WC 5-23-19 . GIL Tins Garrison,P.E. G._VSi RUCTIONCALC vros.am v6.0 important:Notches and connectors not cosidered.Dynamic loading not considered.Comphant with 2015.2003 IBC All designs should be checked by a competent professional. Job 120044 spans and Supports(Note pith sin Mty'n any.not moron Member I.D. 31b Other Info. 6/18f20 2 = o e .v re Type? Swine span,Aar emcee w Left Cantilever Soan 1 aim/ Soan 3 R oht Cantilever Tot Member Length • Lenth of Spans' 10.00 ft 10.00 ft Allowable Deflection Main Spans _ Live Only.L/ Code Menus-Natty:L/360&U240 r360 I• 0.33 in Total.L/T 240 1•0 50 in I N/A -I•0.00 In Total.U i N/A •=0.00 in if Member Being Designed Is Sloped: 0 0:12 Mem True Len 10 00 ft • Add Self Weight? yes•set eve"yA oe added to room C4 V Loads: Uniform Loads Over Full Length of Member No Increase Roof DL forpitch? yes Roof Pitch •-•3.0'12�•••t Loads From Continuous Member? - __-•,-_-, Live Dead Snow Trib Width Live Dead •Snow Uniform Ld.1•Roof 20 pat 15 of 25 oaf 13.00 ft • 201 0 lb/ft 325.0 Ib/ft Uniform Ld 2 40 psf • 42 psi - • Uniform lid 3 60 psf 10 ps1 • - Uniform Ld.4 .40 psi 27 pat - - Uniform Ld.5 10 ps1 3.00 ft 30 01tuft I I Tot Lind Load • 231.0 lbfft 325.0 Ibfft Loads Pont bads ace lrto scale 600 400 200 0 ' 200' 2 4 6 8 1ij 12 6x And Larger(Timber) Cak'd Member Results For 6 x 1Z Solutions Using Self Weight of Sawn 6 x 12,15.8 pH 6x 12 . Load Duration Snow:t.is w_ %Overdesign 6 x 12 12 x 12 Moisture mown Dn.-18% boogies Fr-tarn • Repetitive Use? No V J Pos Bending 36.1% 8 x 10 14 x 14 Press Treated? No,Not P.T. •_ wcua•No.2 e Flat Use? No w Neg Bending NA 10 x 10 16 x 16 Temp Cond. too aro F a less w Fb Pos 1.006 psi Fv 196 psi Shear 182.1% Fb Nag 998 psi Fcp 600 psi Span(s)Den'n 229.7% Allow Pos Mom 9.728 ft-lb 1652.59 In"4 Cantilever(s)Den'n NA Mow Neg Mom-9.647 ft-lb E 1.300 ksl Caked member OK by: 36.1% Allow Shear 8.064 lb El 848.364 ksl • Controlling criteria is. Pos Bending Rep•d Bearing Su000rt 1 Su000rt Z Support 3 $SrPa44.4 Self cot 15.82 pH cones.of Us*.Load Dvranon:l.ls•snow For 6 x 12 1.50 in 1.50 In • Olu Lam Calc'd Member Results For 5.5 x 10.5 • Solutions Using Self Weight of Sawn 6 x 12,15.8 Of Nnc nwturactuers w Load Duration %Overdesign 2.5 x 9 5.125 x 7.5 8.75 x 9 I Moisture swoosh On,-15% • s.s,,10.5 ,, snow.1.1s V Pas Bending 225.2% 3.125 x 9 5.5 x 7.5 Press Treated? No,Na P.T. . 14F-Va,OF/DP w Neg Bending NA 3.5 x 9 6.75 x 7.5 Temp Cond. too deo F a toss • Fb Pos 2.760 psi Fv 305 psi Shear 310.4% Fb Neg 2.104 psi Fcp 650 psi Span(s)Den 271.1% Allow Pos Mom 23,242 ft•lb 1530.58 in"4 Cantilever(s)Defrn NA Allow Neg Mom•17,718 ft-lb E 1.800 ksl Calc'd member OK by. 225.2% Allow Shear 11.733 lb El 955.041 ksi Controlling criteria is: Pos Bending Req.('Bearing 6vsoort 1 6sp00rt 2 Support 3 $uvoort 4 Self Wt 14.76 pH Gen u of use load Oruatbn:1.154now For 5.5 x 10.5 1.50 in 1.50 In - - Reactions $y2R4n_1 $u000rt Z Support 3 $dtarz4EL4 Moments $siffi4ill $u000r 2 Support 3 $u000rt 4 Max Total 2.859 lb 2.859 lb - - 0 ft-lb • 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,234 Ib 1,2341b - - O ft-lb O ft-Ib 0 ft-lb 0 ft-lb Min Load Case Deflections LI Candy( Soan 1 $pen Z $pan 3 Rt Canthir Max Up Deft 0.000 in - • - Allowed 0.500 in 0.500 in 0.500 in Max On Den - -0.152 in - - - Allowed 0.500 in 0.500 In 0 500 in Pro8eam v7 WC 5.23.19 C NS,'RUCTIONCALC' Prosaam Tim Garrison, P.E. , 333 v6.O Important:Notches and connectors not cosidered.Dynamic loading not considered Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job 120044 Spans and Supports(Note.pitch and fluty,it any not shown) Member I.D. 32b • Other Info. 6/18/20 _ 6- 2 4 a a r0 i2 ra ro 782U Type? Simple span,fully traced ' Left Cantilever Span 1 Span 2 Span 3 Richt Cantilever Tot Member Length Lenth of Spans' 18.00 ft 18.00 ft Allowable Deflection.Main Spans • Live Only,Li Code Minimum-Normal:U360&1/240 ' 360 = 0 60 in Total.L/1 240 ':= 0.90 in N/A ,= 0.00 in Total.UI N/A I= 0.00 in Pitch if Member Being Designed is Sloped: 0 0 12 Mem True Len. 18 00 ft Add Self Weight? yes-Self weight will be added to applied Di. V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? N0 ' Increase Roof DL for pitch? yes v Roof Pitch 3 0 12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld 1-Roof 20 psf 15 psf 25 psf 3.00 ft - 46.4 lb/ft 75.0 lb/ft Uniform Ld.5 10 psf 3.00 ft - 30.0 lb/ft Tot Unif Load - 76.4 lb/ft 75.0 lb/ft Point Loads Measured from left end of member.Member Total Length=18 ft Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 4 860 lb 2,000 lb 6 00 ft Loads Point loads are 1110 scale 300 200 100 0 -100 T 2 4 6 8 10 12 14 1. • Glu Lam Calc'd Member Results For 5.5 x 12 Solutions Using Self Weight of Glulam 5.5 x 12,16.9 pH Misc manufacturers ' Load Duration %Overdesign 2.5 x 15 5.125 x 12 8.75 x 10.5 I Moisture Medium Ory-18% V' 5.5 x 12 ' Snow 1.15 V Pos Bending 74.0% 3.125 x 13.5 5.5 x 12 Press Treated? No,Not P.T. V 248-V4,OF/OF V Neg Bending NA 3.5 x 13.5 6.75 x 10.5 Temp Cond 100 deg F&less sr Fb Pos 2.760 psi Fv 305 psi Shear 292.0% Fb Neg 2.067 psi Fcp 650 psi Span(s)Defl'n 40.7% Mow Pos Mom 30.356 ft-lb 1792.00 iM4 Cantilever(s)Defl'n NA Allow Neg Mom-22.733 ft-lb E 1.800 ksi Calc'd member OK by: 40.7% Allow Shear 13.409 lb El 1,425,600 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 16.87 plf Cond's Of Use:Load Ouration:1.15-Snow For 5.5 x 12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,421 lb 2,468 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,413 lb 1,126 lb _ - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Canny'. Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0 900 in 0.900 in 0.900 in Max Dn Defl - -0.639 in - - - Allowed 0 900 in 0.900 in 0.900 in ProBeam v7 WC 5-23-19 c /4- Tim Garrison,P.E. C S":t:' UCTIONCALC Prolleam Frerrirrirs viri=.•,ta, re.o important;Notches and connectors not cosidered Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional Job (20044 Spans and Supporta Note.atcn.oa Duty A any not eno-,wm1 Member I.D. 33b Other Info. 6(18/20 a r 2 a e o 1 o v iU Type? Simple span,fully braced V Left Cantilever Span 1 Soan 2 Soap 3 Rioht Cantilever Tot Member Lenath Lenth'of Spans: 9 50 ft 9.50 ft Allowable Deflection,Main Spans Live Only.LI Code Mstnxan-Nal orn '4760 s 1J2 if 380 i=0.32 in Total.U( 240 I=0.48 inN q...............1=0.00 in Total.U WA i=0.00 in Pitch If Member Being Designed is Sloped 0 0.12 Mem True Len 9.50 ft Add Self Weight? yes-see wean we be added to applied DL V Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-S will be Increased 15% Loads From Continuous Member? yes • Increase Roof DL for pitch? yes '. Roof Pitch [ 3.0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 14 00 ft - 248 9 ib/ft 402 51b/ft Uniform Ld.5 10 psi - - Tot Unlf Load - 248.9 lb/ft 402.5 lbift Loads Pant toads we 1110 scab 800 600 400 200 0 . -200 1 2 3 1 6 6 7 8 0 - 10 6x And Larder(Timber) Caged Member Results For 6 x 1g Solutions Using Self Weight of Glulam 5.5 x 7.5,10.5 plf6 x 12 _ V. Load Duration snow.Lis V_ %Overdesign 6 x 12 12 x 12 Moisture Medann Dry-18% V Douglas Fr-Larch _V Repetitive Use? No V Pos Bending 30.3% 8 x 10 14 x 14 Press Treated? No,Not P.T • WCL18 No.2 _V_ Flat Use? No • Neg Bending NA 10 x 10 16 x 16 Temp Cond. 100 deg F s less _• Fb Pos 1,006 psi Fv 196 psi Shear 158.5% Fb Neg 998 psi Fcp 600 psi Span(s)Deft'n 232.2% • Allow Pos Mom 9.728 ft-lb 1652.59 in"4 Cantilever(s)Defrn NA Allow Neg Mom-9.652 ft-lb E 1.300 ksi Cslc'd member OK by: 30.3% Allow Shear 8.064 lb El 848.364 ksi Controlling cntena is: Pos Bending Read Bearing SUODort 1 S0004r1 Z Support 3 Support 4 Self Wt 15.82 plf Cond's Of Use.Load Duration:I:IS-Snow For 6 x 12 1.50 In 1.50 in - • G(u Lam Calc'd Member Results For 5.5 x 7.5 Solutions Using Self Weight of Glulam 5.5 x 7.5,10.5 plf Nnc Manufactures V Load Duration %Overdesign 2.5 x 9 5.125 x 7.5 8.75 x 9 I Moisture Medan lay-18% • 5.5 x 7.5 • Snow 1 15 • Pos Bending 58.8% 3.125 x 9 5.5 x 7.5 Press Treated? No,Net P T • 248.84,DF/OF • Neg Bending NA 3.5 x 9 6.75 x 7.5 Temp Cond. 100 deg F&less V Fb Pos 2.760 psi Fv 305 psi Shear 166.5% Ft)Neg 2.112 psi Fcp 650 psi Span(s)Des n 36 3% Allow Pos Mom 11.858 ft-lb 1 193.36 in"4 Cantilever(s)Defrn NA Allow Neg Mom-9.077 ft-lb E 1.800 ksi Calc'd member OK by: 36.3% Allow Shear 8,381 ID El 348.047 ksi Controlling criteria is. Deb Span Reg•d Bearing Support 1 Su00ort 2 Supoort 3 $ugoort 4 Self WI 10 55 pN Cond's Of Use:Load Duration:l.15-Snow For 5.5 x 7 5 1.50 In 1.50 In • - Reactions Support 1 Support 2 Support 3 Su000rl 4 Moments Support 1 Support 2 Support 3 5u000rt 4 Max Total 3,144 lb 3,144 lb - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,2331b 1,2331b • - 0 ft-lb 0 ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantor SOan 1 Soan Z Soan 3 Rt Cantivr Max Up Deft • 0.000 in - • Allowed 0.475 in 0.475 in 0.475 in Max Dn Dell - -0.349 in - • - Allowed 0.475 in 0.475 in 0.475 in ProBeam v7 WC 5.23-19 1 Proftam Tim Garrison,P.E. CC 4S'RUC7[0NCAi.�C QJ vf3.o Important:Notches and connectors not cosidered.Dynamic loading not considered Compliant with 2015.2003 IBC.Ail designs should be checked by a competent professional. Job t20044 Spans and Supports.Note WO and 6uty if any.not shown Member I.D. 34b Other Info. 6/18/20 a' 2 A e a .D 72 r4 Type? Senp*e span,fully txaccd v . Left Cantilever Span 1 Span Z Span 3 Riohl Cantilever Tot Member Lenoth Lenth of Spans. 12 00 ft 12.00 ft Allowable Deflection.Main Spans _ Live Only.U code Mniru t Normal I/360&1/240 V 360 i=0.40 in Total.1../i 240 i=0 601n N/A :=0 00 in Total.U rN/A I= 0 00 in Pitch if Member Being Designed 1s Sloped 0.0 12 Mem True Len: 12.00 ft Add Self Weight? Yes-Sex weight we be added to appied DI. Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? NO ' Increase Roof DL for pitch? Yes ' Roof Pitch ! 3.0.12� Live Dead Snow Trlb.Width Live Dead Snow . Uniform Ld 1-Roof 20 psf 15 psf 25 psf 5.00 ft • 77.3 Ib/ft 125.0 lb/ft Uniform Ld.5 1;,psi • - Tot Unit`Load - 77.3 lb/ft 125.0 Ibitt Load* Point loads are tr10 scale 300 200 . 100 0 -100 i 2 4 6 8 10 12 14 6x And Larder(Timber) Caked Member Results For 6 a 10 Solutions Using Self Weight of Sawn 6 x 10,13 Of 6 x 10_ _ V Load Duration Snow:1.15 V %Overdesign 6 x 10 12 x 12 Moisture Reclaim Dry-18% V Dougta Fir••tro.a ix Repetitive Use? No V Pos Bending 69.7 8 x 8 14 x 14 Press Treated? No,Not P.T. v wCUa-No 2 - _V Flat Use? No V Neg Bending NA 10 x 10 16 x 16 Temp Cond. too deg F e less v Fb Pos 1,006 psi Fv 196 psi Shear 413.3% Fb Neg 998 psi Fcp 600 psi Spans)Den 181.7% Allow Pos Mom 6,576 ft-lb 1362.75 in^4 Cantilever(s)Dean NA Allow Neg Mom-6.523 ft-lb E 1,300 ksi Caic'd member OK by: 69.7% Allow Shear 6.631 lb El 471,574 ksi Controlling criteria is: Pos Bending Req'd Bearing $uboort 1 Support Z $upDort 3 Support 4 Self Wt 13.01 pit Condo Of Us*:Load Duration:1.15.5now For 6x 10 1.50 In 1.50 in - - Glu Lam Calc'd Member Results For 5.5 x 7,5 Solutions Using Self Weight of Sawn 6 x 10,13 plf leis manufacturers w Load Duration %Overdesign II 2.5 x 9 5.125 a 7.5 8.75 x 9 , Moisture Media,.Dry-tor% w 5 5 a 7.5 V Snow t I5 V Pos Bending 206.0% 3.125 a 7.5 5.5 x 6 Press Treated? No,Not P.T. V 24F44,DF/DF V Neg Bending NA 3.5 x 7.5 6.75 x 7.5 Temp Cond. too deg F&moo w Fb Pos 2,760 psi Fv 305 psi Shear 548.7% , Fb Neg 2.108 psi Fcp 650 psi Span(s)Defl'n 107.9% Allow Pos Mom 11.858 ft-lb 1193 36 in^4 Cantilever(s)Dett'n NA Allow Neg Mom-9.057 ft-lb E 1.800 ksi Calc'd member OK by: 107.9% Mow Shear 8.381 lb El 348,047 ksi Controlling criteria is Defl-Span Req'd Bearing Support 1 Su0Oort Z Su000rt 3 Support 4 Self Wt 10.55 plf • Coeds Of Uss:Load Duration:1.15-Snow For 5.5 x 7.5 1.50 In 1.50 In - - Reactions Support 1 Support Z Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1.292 lb 1.292 lb • - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 542 lb 542 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr awl Span Z Span 3 Rt Cantivr Max Up Deft - 0.000 in - - Allowed 0.600 in 0.600 in 0.600 in Max Dn Defl - -0.213 in - - Allowed 0 600 in 0.600 In 0.600 in ProBeam v7 WC 5-23-19 C,/4 Tim Garrison,P.E. Cis RUCTIONCALC ProBoam Important:Notches and connectors not cosidered.Dynamic loading not considered Compliant with 2015.2003IBC.All designs should be checked by a competent professional. Job t20044 Spans and Supports(Note.pitch and fluty,if any.not shown) Member I.D. 41b Other Info. 6/19/20 S 2 4 6 8 o 2 toil - Type? Simple span,fully braced - V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.00 ft 14.00 ft Allowable Deflection,Main Spans _ Live Only,U ratra son:4600&Id 480 V .......... 600._........_.i= 0.28 in Total,U... 480 != 0 35 in l...............NIA...............;- 0.00 in Total.U N/A i= 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len 14 00 ft Add Self Weight? Yes-self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof DL for pitch? Yes w Roof Pitch ? 1.0:12 , Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.4 40 psf 27 psf 2.00 ft 80.0 lb/ft 54.0 Ib/ft Tot Unif Load 80.0 lb/ft 54.0 lb/ft - Point Loads Measured from left end of member.Member Total Length=14 ft Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 2 40 psf 27 psf - 2.50 ft 7.00 ft 700 lb 473 lb - 5.00 ft Load. Point bads are MO 0 scab 150 , 100 50 It 0 .Sp 1 2 4 6 8 10 12 i4 16 Engineered Lumber Calc'd Brand Trus Jost v Results For r(2)1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd(2)1.75 x 11.875 2.0E LVL,10.6 plf Calc'd Member (2)1.75■11.875 2.0E LVL w LVL - 3.5 x 20 2.2E PSL Load Duration Live:1.00 V %Overdesign 1.75 x 16 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No w Pos Bending 153.9% 3.5 x 11.875 1.55E LSL Fb Pos 2,600 psi Fv 285 psi Neg Bending NA 1.75 x 14 2.0E LVL • Fb Neg 2,600 psi Fcp 750 psi Shear 347.1'Y. (2)1.75 x 11.25 2.0E LVL 3.5 x 11.875 Plus PSL,Levi Allow Pos Mom. 17,820 ft-lb E 2,000 ksi Span(s)DefPn 49.7% (3)1.75 x 9.25 2.0E LVL 5.25 x 11.875 Plus PSL,Levi Allow Neg Mom -17,820 ft-lb El 976,827 ksi Cant(s)Defin NA (4)1.75 x 9.25 2.0E LVL 3.5 x 11.875 Plus PSL,Lev2 Allow Shear 7,897 lb Calc'd member OK by: 49.7% 3.5 x 11.25 2.0E PSL 5.25 x 11.875 Plus PSL,Lev2 1488.41 in"4 Controlling criteria is. Defl-Span 5.25 x 9.25 2.0E PSL 3.5 x 11.875 Plus PSL,Lev3 Self Wt 10 63 plf Cond's Of Use:Load Duration:1.0-Live 7 x 9.25 2.0E PSL 5.25 x 11.875 Plus PSL,Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2)1 75 x 11.875 2 OE LVL 1.50 In 1.50 in - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,766 lb 1,431 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 756 lb 621 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr &eifl Span 2 Span 3 Rt Cantivr Max Up Deft - 0.000 in - - - Allowed 0 350 In 0.350 in 0.350 in Max On Defl - -0.234 in - - Allowed 0.350 In 0.350 in 0 350 in ProBeam v7 WC 5-23-19 C- c7 Tim Garrison, P.E. CC VS.R.UCTIONCALC Prot.am A311313733 v6.0 Important:Notches and connectors not cosidered Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t20044 Spans and Supports(Note pitch and fixity if any,not shown) Member I.D. l Other Info. 6119/19/20 -6- b 2 4 8 8 ru- ,e Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans. 10 00 ft 10 00 ft Allowable Deflection.Main Spans Live Only.U Code Minimum-Normal:L/360&L/240 vs r 360 ............_:`= 0.33 In Totai.U....._........_240............_..i= 0.50 in ...........N/A. ........ 0.00 in Total,L/................_N/A .................;= 0.00 in Pitch if Member Being Designed Is Sloped. 00.12 Mem True Lens 10.00 ft Add Self Weight? yes-self weght oil be added to applied OL Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% Loads From Continuous Member? yes ' Increase Roof DL for pitch? Yes 7 Roof Pitch 1 1 0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.4 40 psf 27 psf 10.00 ft 460 0 lb/ft 310.5 lb/ft Tot Unif Load 460.0 lb/ft 310.5 lb/ft - Loads Point bads era SILO scale 1000 500 0 -500' 2 4 6 8 10 12 Engineered Lumber Calc'd Brand 1'rus 3dst V Results For(2)1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd(2)1.75 x 11.875 2.0E LVL,10.6 p1f Calc'd Member (2)1.75 x 11.875 2.0E LVL V LVL 3.5 x 11.25 1.3E LSL 3.5 x 20 2.2E PSL Load Duration Live:1.00 V %Overdesign 1.75 x 14 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No V Pos Bending 82.5 3.5 x 9.5 1.55E LSL - Fb Pos 2.600 psi Fv 285 psi Neg Bending NA 1.75 x 14 2.0E LVL - Fb Neg 2,600 psi Fcp 750 psi Shear 102.2% (2)1.75 x 9.25 2.0E LVL 3.5 x 11.875 Plus PSL,Levi Allow Pos Mom. 17,820 ft-lb E 2,000 ksi Span(s)Defl'n 177.9% (3)1.75 x 9.25 2.0E LVL 5.25 x 9.25 Plus PSL,Lev1 Allow Neg Mom. -17,820 ft-lb El 976,827 ksl Cant(s)Defl'n NA (4)1.75 x 7.25 2.0E LVL 3.5 x 11.875 Plus PSL,Lev2 Allow Shear 7,897 lb Calc'd member OK by: 82.5% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL,Lev2 1488 41 ina4 Controlling criteria is. Pos Bending 5.25 x 9.25 2.0E PSL 3.5 x 11.875 Plus PSL,Lev3 Self Wt 10.63 plf Cond's Of Use:Load Ouratlon:1.0-Live 7 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL,Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2)1.75 x 11.875 2 OE LVL 1.50 in 1.50 In - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support I Support 2 Support 3 Support 4 Max Total 3,906 lb 3,906 lb - - Oft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,606 lb 1.606 lb - - Oft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Soan 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.500 in 0.500 in 0.500 in Max Dn Defl - -0.180 in - - - Allowed 0.500 in 0.500 in 0.500 in • ProBeam v7 WC 5-23-19 GR> Tim Garrison,P.E. CcivS'.RUCTION ALC Pro am Important:Notches and connectors not cosidered Dynamic loading not considered.Compliant with 2015.2003 IBC.All designs should be checked'by a competent professional. Job 120044 Spans and Supports(Note,pitch and fuity,if any.not shown) Member I.D 43b worst case I Other Info. 6/19/20 b 2 3 4 S e 7 I - Type? Simple span,fully traced V Left Cantilever Span 1 Span. Span 3 Right Cantilever Tot Member Length Lenth of Spans: 7.50 ft 7 50 ft Allowable Deflection,Main Spans Live Only,L/ Code Minimum•Normal:1/360&L/240 sr 360 ;= 0 25 in Total,U..............._240....._........... = 0 38 in i N/A................ = 0.00 in Total,UI N/A - 0.00 in Pitch if Member Being Designed is Sloped• 0.0:12 Mem True Len. 7 50 ft Add Self Weight? yes.sew we,ght will be added to applied of V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof DL for pitch? Yes Roof Pitch 1 1.0:12 i Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf - - • Uniform Ld.2 40 psf 42 psf - - Uniform Ld.3 60 psf 10 psf 7.50 ft 450.0 lb/ft 75.0 lb/ft Uniform Ld.4 40 psf 27 psf - - Uniform Ld.5 10 psf - - Tot Unif Load 450.0 lb/ft 75.0 lb/ft - Loads Point loads are 1/10 scab 600 400 200 0 200`b. 1 2 3 4 5 6 7 0 6x And Larger(Timber) Cale'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 6 x 10,13 plf 6 n 10 v Load Duration live:too V %Overdesign 6 x 10 12 x 12 Moisture Medium Dry•18% V Douglas fir-Larch V Repetitive Use? No . Pos Bending 20.9% 8 x 10 14 x 14 Press Treated? Yes,P.T. V WCUB-No.2 V Flat Use? No . Neg Bending NA 10 x 10 16 x 16 Temp Cond too deg F&less V Fb Pos 700 psi Fv 136 psi Shear 128.6% Fb Neg 700 psi Fcp 600 psi Span(s)Deft'n 249.6% Allow Pos Mom 4,575 ft-lb 1362.75 in^4 Cantilever(s)De0'n NA Allow Neg Mom-4,575 ft-lb E 1,235 ksi Calc'd member OK by: 20.9% Allow Shear 4.613 lb El 447,995 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self W t 13 01 pif Cond's Of Use:Load Duration:1.0 Uve For 6 x 10 1.50 in 1.50 in - - Reactions • Support 1 Support 2 Suwon 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,018 lb 2,018 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 330 lb 330 lb - - O ft-lb O ft-lb O ft-Ib 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Deft - 0.000 in - • - Allowed 0.375 in 0 375 in 0 375 in Max Dn Deft - -0 085 in - - - Allowed 0.375 in 0.375 in 0 375 In ProBeam v7 WC 5-23-19 Tim Garrison, P.E. Cc'JS RUCT$ONCALC. ProBeam 1=3='I v6.0 Important:Notches and connectors not cosidered Dynamic loading not considered.Compliant with 2015-2003 IBC All designs should be checked by a competent professional. Job t20044 Spans and Supports(Note.pitch and fixity.it any.not drown) Member I.D. 60r alt 1 1 Other Info. 6/18/20 3 r0 rJ c0 1a Type? Simpie span,fully braced V Left Cantilever Soon 1 Soan 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 23.00 ft 23.00 ft Allowable Deflection,Main Spans _ Live Only,U Code Minimum-Roo(Mems,Not Plaster Cert.L/240&t/180 V 240 I= 1.15 in Total,Ul 180 i= 1.53 in l N/A l= 0 00 in Total,U i N/A i= 0.00 in Pitch if Member Being Designed is Sloped* 1.0 12 Mem True Len. 23 08 ft Add Self Weight? No-Self weight is included In applied Di. * Loads: Uniform Loads Over Full Length of Member r Loads From Continuous Member? No ' Increase Roof DL for pitch? Yes w Roof Pitch 1.0 12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 2.00 ft - 30.1 Ib/ft 50.0 lb/ft Uniform Ld 5 10 psf - - Tot Unit Load - 30.1 lb/ft 50.0 Ib/ft Loads Pont toads are 1l10 scale 100 50 0 5 10 15 20 25 -50 I-Joist Calc'd Brand BCI-Boise Cascade w Results For 11-7/8"BCI 6500 1.8 Calc'd Member 11.7/8-eCI65001.8 V_ %Overdesign Acceptable Solutions Load Duration Snow:1.15 v Pos Bending -2.5%of-- . __.. ____ 11-7/8"BCI 90 2.0 Brng Q Ends: Min 1 75',w/o web sfiffne v Neg Bending NA 14"BCI 6000 1.8 - Brng t Mid-Supports. (No Mid Support) w Shear 109.1% 14"BCI 6500 1.8 - Allow Pos Mom 5.169 ft-lb Allow Shear 1.926 lb Span(s)Deft'n 1.4% 11-7/8"BCI 60 2.0 Allow Neg Mom. 22 ft-lb El 350,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,175 lb Bearing 27.6% Allow Mid Rxn 2,500 lb Calc'd member FAILS by: -2.5% Self Wt 2 61 plf Controlling criteria is. Pos Bending Cond's Of Use:Load Ouratlon:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 921 lb 921 lb - - 0 ft-lb Oft-lb 0 ft-lb 0 ft-lb Min Total 346 lb 346 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections ).t Cantivr Span 1 Soan 2 span 3 Rt Cantivr Max Up Deft - 0.000 in - - - Allowed 1 533 in 1.533 in 1 533 in Max Dn Deft - -1.441 in - - - Allowed 1.533 in 1.533 in 1.533 in ProBeam v7 WC 5-23-19 • • c us Tim Garrison, P.E. Cd ISl RUCTIONCALC ProBeam caimrcetniztmeaurrimarari v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered Compliant with 2015-2003 IBC All designs should be checked by a competent professional. Job t20044 'Spans and Supports(Note,pitch and fixity,it any.not slaws) Member I.D. 60r alt 2 Other Info. 6/18/20 3 5 :0 i3 20 -- Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 23 00 ft 23.00 ft Allowable Deflection.Main Spans Live Only.U Code Minimum•Poor Meml,Not Plaster Celt:L/240&U180 V 240 = 1.15 in Total,U; 180 = 1 53 in 1 N/A...............1= 0.00 in Total.L/................_N/A...._. i a 0.00 in Pitch if Member Being Designed is Sloped: 1.0-12 Mem True Len: 23 08 ft Add Self Weight? No-Self weight is included In applied DL V Loads- Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof DL for pitch? Yes ' Roof Pitch 1 1.0.12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 1.60 ft - 24.1 lb/ft 40.0 lb/ft Uniform Ld.5 10 psf - - Tot Unit Load - 24.1 lb/ft 40.0 lb/ft Loads Pont loads NO 1110 scab 80 60 40 20 0 ,, -20 if 6 10 16 20 — 25 I-Joist Calc'd Brand act-Boise Cascade V Results For 11-7/8"BCI60001.8 Calc'd Member 1.1-7/e-act goo 1.8 . %Overdesign Acceptable Solutions Load Duration snow.Lis V Pos Bending 10.2% 14"BCI 5000 1.7 11-718"BCI 90 2.0 8rng @ Ends: Mn 1.7S",w/o web stiffner v Neg Bending NA 11-7/8"BCI 6000 1.8 • Brng @ Mid-Supports: (No Mid Support) ., Shear 161.4% 11-7/8"BCI 6500 1 8 - Allow Pos Mom.4,669 ft-lb Allow Shear 1,926 lb Span(s)De8'n 16.4% 11-7/8"BCI 60 2.0 Allow Neg Mom. 16 ft-lb El 320.000 ksi Cantivr(s)Der'n NA Allow End Rxn 1,175 lb Bearing 59.4% Allow Mid Rxn 2.500 lb Calc'd member OK by: 10.2% Self Wt 2.51 pit Controlling criteria is: Pos Bending Cond's Of Use:Load Duratlon:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 737 lb 737 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 277 lb 277 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Canllvr Max Up Deb - 0.000 in - • - Allowed 1.533 in 1.533 in 1.533 in Max Dn De8 - -1.261 In - - - Allowed 1 533 in 1.533 in 1 533 in ProBeam v7 WC 5-23-19 GZ ( Tim Garrison, P.E. CC%I�IS RUCTIONCALC Pm"am l= v6.0 J Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job 120044 • Spans and Supports(Note.etch and fuly.Irony.not shown) Member I.D. 61J typ fir joist case 1 Other Info. 6/18/20 ' 2 4 6 8 to 2 14it. Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans. 14 00 ft 14.00 ft Allowable Deflection,Main Spans Live Only.L/ Extra ear 1/600&wao 600 = 0.28 in Total,L/ 480 i= 0.35 in ' N/A i= 0.00 in Total,U N/A = 0.00 in i Pitch if Member Being Designed is Sloped. 0 0:12 Mem True Len: 14.00 ft Add Self Weight?.No-Self weight is included In applied DI. V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof OL for pitch? yes ' Roof Pitch r 1.0.12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf - - • Uniform Ld.2 40 psf 42 psf - - Uniform Ld.3 60 psf 10 psf - - Uniform Ld.4 40 psf 27 psf 1 30 ft 52 0 lb/ft 35.1 Ib/ft Uniform Ld.5 10 psf - - Tot Unit Load 52.0 lb/ft 35.1 lb/ft - - Loads Point loads aro 1/10 scaler 100 50 () 501 2 4 6 8 10 12 .14 16 IJoist Calc'd Brand BCI-Eloise Cascade . Results For 11-7/8"BCI 60001.8 Calc'd Member 11.7/8*BCI 6000 1.8 v %Overdesign Acceptable Solutions Load Duration Live:1.00 V Pos Bending 90.3% 11-7/8"BCI 5000 1.7 11-7/8"BCI 90 2.0 Brng @ Ends' Min 1.75-,w/o web stiffner V Neg Bending NA 11-7/8"BCI 6000 1.8 • Brng Q Mid-Supports: (No Mid Support) v Shear 174.7% 11-7/8"BCI 6500 1.8 - Allow Pos Mom. 4,060 ft-lb Allow Shear 1,675 lb Span(s)Defl'n 32.7% 11-7/8"BCI 60 2.0 Allow Neg Mom. 39 ft-lb El 320,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,175 lb Bearing 92.7% Allow Mid Rxn 2.500 lb Catc'd member OK by: 32.7% Self Wt 2 50 plf Controlling criteria 1s. Defl-Span Cond's Of Use:Load Duratlon:1.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 610 lb 610 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 246 lb 246 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span I Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0 350 in 0.350 in 0.350 in Max Dn Defl - -0.235 in - - - Allowed 0.350 in 0 350 in 0.350 in ProBeam v7 WC 5-23-19 GLv Tim Garrison, P.E. CG'NS'`RUCTIONCALC ProBeam v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered Compliant with 2016-2003 IBC.All designs should be checked by a competent professional. Job t20044 Spans and Supports(Note,pitch and rutty_d any,not shown) Member I.D. 62j typ flr joist case 1 Other Info. 6/18/20 ' -. 2 4 6 b .0 12 r4 it ra Type? Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: • 18.00 ft 18.00 ft Allowable Deflection,Main Spans Live Only U Extra Stiff:IJ600&1/480 . 600 1= 0.36 In Total,U 480................ = 0.45 in i N/A................j= 0.00 in Total.U`.............._N/A.................= 0.00 in Pitch If Member Being Designed is Sloped: 0 0 12 Mem True Len' 18.00 ft Add Self Weight? No.See weight is mduded In applied Dl. ex Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? NO w Increase Roof DL for pitch? Yes ' Roof Pitch 1.0••12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf - - - Uniform Ld.2 40 psf 42 psf - - Uniform Ld.3 60 psf 10 psf • - • Uniform Ld.4 40 psf 27 psf 1.30 ft 52 0 lb/ft 35.1 lb/ft Uniform Ld.5 10 psf - - Tot Unit'Load 52.0 lb/ft 35.1 lb/ft - Loads Point bads aro 1l10 scab 100 50 0 2 4 6 8 10 12 14 16 to 2D -50 I-Joist Cale'd Brand Oct•Boise Cascade . Results For 11.7/8"BCI 90 2.0 Calc'd Member iia/s"SCt 90 2.0 . %Overdesign Acceptable Solutions Load Duration tare:1.00 . Pos Bending 170.7% - 11-7/8"BCI 90 2.0 Brng @ Ends: thn 1.75',w/o web stiffner v Neg Bending NA 16"BCI 6000 1.8 Brng @ Mid-Supports: (No mid Support) . Shear 174.3% 14"BCI 6500 1.8 - Allow Pos Mom 9.550 ft-lb Allow Shear 2,150 lb Span(s)Defl'n 41.1% 14"BCI 60 2.0 Allow Neg Mom. 139 ft-lb El 645,000 ksi Cantivr(s)Defl'n NA Allow End Ran 1.425 lb Bearing 81.8% Allow Mid Rxn 3,375 lb Calc'd member OK by: 41.1% Self Wl 3.90 plf Controlling criteria is: Deft-Span Cond's Of Use:Load Duratlon:l.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 784 lb 784 lb - 0 ft-lb 0 ft-lb Oft-lb 0 ft-lb Min Total 316 lb 316 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 RI Cantivr Max Up Defl - 0.000 in • - • - Allowed 0.450 in 0 450 in 0 450 in Max Dn Deft - -0.319 in - - • Allowed 0.450 in 0 450 in 0.450 in ProBeam v7 WC 5-23-19 • C 2; Tim Garrison,P.E. C.^MS RUCTION CALC ProMam 1 v8.0. important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t20044 Sens and support*i Note pun and Fairy d any.not Shown, Member I.D. 62j typ fk joist case 2 Other Info. 6/18/20 Type? Canidever(s),multiple spans,fatty,or not braced V T 5 10 15 -20 26 Cantilevers? Right Cantilever • Number of Main Spans One Main Span ut Fix Left End of Main Span? No,team a Panned V Fix Right End of Main Span? NA-Right End is Cantilever V Left Cantilever Soan 1 Soan Z Soan g Right Cantilever Tot Member Len➢tb Lenth of Spans 19.00 ft 1.50 ft 20.50 ft Top of Beam Lateral Support Continuous w Top of Beam.Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support Continuous V Bottom of Beam.Max Unbraced Length 0.10 ft • Allowable Deflection.Main Spans _ Allowable Deflection.Cantilevers Live Only,V Extra Stift:t/600 R t/480 t Live Only,Li Code Hann rm-Roof Mans,It*Ceiling:U360 a U240 v 600 0.38 in Total.UI 480 1 n 0.48 in 360 •0.05 n Total,U 240 0.08 n Pitch if Member Being Designed is Sloped: 0 0.12 Mem True Len.20.50 ft Add Self Weight? No-Sell weight is included In applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No - Increase Roof DL for pitch? yet 7 Roof Pitch € 1.0:12 I live Dead Snow Trib.Width Live Dead Snow Uniform Ld.4 40 psf 27 psf 1 30 ft 52.0 lb/ft 35 1 lb/ft Tot UnH Load 52.0 lb/ft 35.1 lb/ft - Point Loads • Measured from left end of member.Member Total Length=20.5 ft. Live Dead Snow Trib.Width Trib Length Llve Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 1.30 ft 6.00 ft - 117 lb 1951b 20.30 ft Point Load 3 10 psf 1.30 ft 9.00 ft - 117 It* - 20 30 ft Lads Pont loads a,.Ills N:ata 100 50 0 ' ��- 5 10 15 20 25 I-Joist Cate'd Brand act.Base cascade • Results For 11-7/8"BC190 2.0 Calc'd Member ti.7/8'eC1902.0 w %Overdesign Acceptable Solutions Load Duration Snow:t IS w Pos Bending 192.2% - 14"BCI 90 2.0 Bing 0 Ends: Men 175",w/o web shflner w Neg Bending 1739.0% - • Bing @ Mid-Supports: Min 3.S•m,w/o web suffne. v Shear 191.4% • • Allow Pos Mom 10.983 ft-lb Allow Shear 2.473 lb Span(s)Defrn 26.6% 16"BCI 60 2.0 Allow Nag Mom. 10 983 ft-lb El 645.000 ksi Candvr(s)Dern -20.9% Mow End Rxn 1.425 lb Bearing 76.1•/. Allow Mid Ron 3.375 lb Catc'd member FAILS by: -20.9% Self WI 3.90 pd Controlling criteria is' Deft-Candor Contra Of Us.Load Duration:1.1S-Snow Reactions Su000rt 1 Suoport Z Su000rt 3 Su000rt 4 Moments Support 1 Support Z Su000n I Support 4 Max Total 809 lb 1,226 lb • - 0 ft-lb -344 ft-lb 0 ft-lb 0 ft-lb Min Total 302 lb 719 lb - • 0 ft-lb -597 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections lit Candor Soan 1 Soan Z Soan 3 Rt Candor Max Up Dell - 0 000 in • - 0 091 in Allowed 0.475 in 0.475 in 0.475 in Max On Defl - -0 375 in - - 0 000 in . Allowed 0.475 in 0.475 in 0.475 in ProBeam v7 WC 5-23-19