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HomeMy WebLinkAboutPermit File BLD-2022-0969 3928 Rock Ridge Parkway (3) 2316 Antone Way Tim K. Garrison, P.E. Anacortes,WA 98221 Professional Engineer Phone:(360)708-1865TimG@TimKGarrison.com Structural Analysis: New Home at 3928 Rock Ridge Parkway, Anacortes, WA Client: Jeff Zumwalt Job Number: T22092 Building Design: Strandberg Design, Jason Date: December 22, 2022 Sterling r a 7 RIVAL INDEX: Design Sketches SKl —SK3 Callouts and Tables COI —C06 �oRcooco Standard Specifications B—H Calculations. C 1 —C24 Total No. of pages excluding cover sheet: 40 CID COR Notes,Disclaimers: 'bFIELos4� Tim K. Garrison,P.E.,dba 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). i 5Ki 5$a a1'd u 73P ENO srEG FOO FOR V-5I?, Vi 12• § - SONGTUBC v�'I[ N b P 4 EHG SFEG FGGTINO FogsoNGrusE 73P a ]3.Z Mj r. ____________ _________________ IL —————— ---------- A2 71P TIP 5 I I 'a•� I s,•a• A2 I I I • I � � � I I I✓ U ur :BASEMENT CRAWLSPACE VENT"MN I I S�Ir_5I�I ��� FGonNG SvVoEsCT w o 2 . F._S71 --_GCuO1,sNFR N EEA IG6W1C�1aIHCL5 x 0HSC-,,OVPeERA1 F2MHC o.0EuE1Iqg5A AOoOTRFnN,nTEGHoA EON:PBN1EE.VN8NEN0,M1sG.SSI,GsHQ.RNv.E FELOTNBU. OMr ENs WaER0.InE gE o.cu f"� -✓---�-71P--- A ✓IENG72P,e _--_ P _---------- ----- A ——————————————— 1 3 14t __x6FOO -__3 r ----------- P ----------------- i� - I ••. f I • — _ 75P 75P I / 2Go A2 rL--------- rr zo COMPACTED BACKFILL L 70 I fi•10 I �c I I r $2 F ar PORCH SLAB L ------ ----- -- —J I 109 SO FT ----------------- - � A2 A2 I a I A2 A2 ———————————————————— ¢ SO SLAB — ————————— aza• —————————— _ - POR __—` 15 FT 11'-2�� — 1a'6 I I � as—���e•a ��a•-0• I I I I I I I I I q ✓ I I , A2 I I I DEPENDENT ON GRADE u g i I f 1•L I I o I I o' I I I �gu OO Q 7 _ I PORCH SLAB I I J ° IJi w o A2 Ill J Z I I �'LL�,Sao oW I I; 11 — 1 I I ;o Q o I I Foundation Crawls ace Level Walls and Lower Floor Framing1 8 - 1 LL W o § i i - Foundations are OPA except as noted otherwise. ' I IX° Z o I I - Location of footing steps and/or transitions between retaining wall types shown are I I o o I I I I 4 ✓ —� ✓ I = . approximate only and may vary depending on field conditions. PI- A2 a2 I I A - Exterior cripple walls at crawlspace level shall be the same shear wall as directly above. Also use the same posts in cripple walls as directly above. I A2 —, -All slabs are 95S. -All floor sheathing is 12FD,typ. I i ss I m -Floor joists are OPA,typ. I Y� A2 I I m -Stair framing:OPA and code. ✓ I I - Deck decking is 13DD,typ. I I � A2 I i Lt----------- -----------� �v d- �,I r ad Tlk i 3 j e !3. f l en 1 CA.- 9 l41 f. v N 1 I II v / 4. m _ c �E Q- a can ? a 3 8 > c 1 Ul O c _ no v a o v, `a too 3 0 j d- a, 3 (A ._ I y c v 'L L _ Y o 41 m ,^ I �I i 5�3 2,?W vt �A zp �PA _ 20K w SM �t )7 M Ll cn I 32B �o I ?IP 2aN _ 5�W 77F 1'lHp `mot? W P i rA 23 j Upper Level Walls and Roof Framina 118" = 1' Roof diaphragm is 11RD,typ. _ -Trusses and layout are OPA,typ. Interior bearing walls are indicated with diagonal hatching. Exterior pony walls at roof pop-ups are 1PW,typ. 5 _ 4,r M - Ledgers at lower roof to upper shear wall are 80L,typ. r ?rP--- Fireplace and chimney framing per Arch and code. Zo�l L i GOI Structural Callouts©— Copyright ConstructionCalc, Inc (M) General: All construction shall be per current building code and Standard Structural Specifications herein. 0 PA Per.Architect or Designer + * Structural Item: This item and related connectors shall be per architect or designer. 11 RD Roof Diaphragm * Framing: Trusses or rafters at 24" OC,max. I — — -- I * Overhangs: Per code and truss or I joist manufacturer's recommendations. * 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 H2.5A, or LS30 with screws, or similar,typ. T * Sheathing: 7/16"min., OSB or CDX plywood. Stagger joints per IBC,Case 1. _* Nailing: Use 8d at 6" edges, 12" field. _ ledger,connect per ledger callout,but never less than 8d screw or ring shank at 4" OC. * Blocking:Not required exce 7t between trusses or rafters at their supports. 12 FD Floor Diaphragm * Sheathing: With joists at 24" or 19.2" OC,use min.,24 oc rated, APA Sturd-I-Floor; either 3/4" species group 1, or 7/8" species group 4. Maybe OSB or plywood. * Sheathing: With joists at 16" OC,use min., 16 oc rated, APA Sturd-I-Floor,min., 19/32"thick. Maybe OSB or plywood. Good for 245 psf TL @ L/360 defl. * 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 screws, at 6" edges, 12" field. * Blocking: not required except at supports(beams) and connections to shear walls below. 13 DD .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 min.,2x stud lined up above and below rim joist. Fill all nail holes with min., 8d. - If strap falls on header or beam below,nail to header or beam and wrap around bottom if necessary. * Strap Length: Use 13"min. to each upper and lower studs. Min.total length=26"+depth of floor system. If upper wall bears directly on a beam,min.total strap length—26". 17 HD Holdown _ Alt 1 -Holdown-Embedded Strap Type * Holdown: Use LSTHD10 for no rim joist condition, LSTHDI0RJ for rim joist condition. * I Stud: Apply over sheathing to king stud,min., 2-2x,4x, or larger per plan. Alt 2 -Holdown-Bolt Type * 1 Holdown: Use HDU2. with 6, SDS to king stud,min., 2-2x, 4x, or larger per plan. * Anchor Bolt: If wet set,use 5/8"diameter SSTB or all thread with 12"min embedment. If rotohammer,use 5/8"all thread&epoxy, with 10"min concrete embedment, centered in stem wall. Angle hole away from edges and ends of concrete to minimize breakout. CA'L 77 M Mullion * General: These are specified mainly to reist out-of-plane wind loads but may also be used to resist in- plane lateral loads if so indicated in calculations. * Mullion: Use min.,2,2x6, continuous bottom plate to top plate. * Header Connection: Header(s)may be supported with 2x trimmer or hang on this mullion with concealed flange hanger per header table. 78 M Mullion * General: These are specified mainly to reist out-of-plane wind loads but may also be used to resis in- ,plane lateral loads if so indicated in calculations. _ _ * 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, LS50 and screws. * Header Connection: Header(s)may be supported with 2x trimmer or hang on this mullion with concealed flange hanger per header table. 80 L Ledger-Roof Diaphragm * Ledger Screws: If connecting to rim or header or other continuous wood,use SDS at ends, splices, and max 12" spacing. If connecting to studs,use 2, SDS per stud. * Ledger Connection to Wall: 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 last truss or rafter. Ledger to be placed over wall sheathing. Mono Truss Perpendicular: At top of mono truss,use continuous 2x blocking between truss tops nailed through wall sheathing to solid backing.At bottom chord, support mono truss on let-in ledger per above, or hanger to solid backing. * Roof Diaphragm: Connect roof diaphragm to ledger or blocking with 8d ring shank or screws at 3" OC. 81 L Ledger-Deck Joists to Rim. * Ledger: Use min.,2x, PT ledger at least as tall as joists. _ * Ledger Connecion: Connect to rim with 2, SDS or LedgerLOK at max.,24" OC and within 3" of ends and splices. - SDS or LedgerLOK to be of length necessary for full penetration in rim. * !Joist Connection: Connect joist to ledger with galv hanger, all holes filled with galv nails or screws per hanger manufacturer recom-nmdation. 82 L Ledger-Concrete Attachment General: The following assumes standard hangers attached to a ledger. If joists are supported by top * flange hangers on mud sill, and floor diaphragm is nailed or screwed directly to mud sill,no ledger is necessary. * Ledger: Use min., 2x PT ledger at least as tall as joists. For non-wet applications may use min., 1.5"x joist height LSL or LVL with moisture barrier between ledger and concrete. * Connection: Use 5/8" diameter x min., 4" embedment, Then HD or wet-set bolt, at spacing below.Min distance from centerline of bolt to top or bottom of ledger=2.75". Joists parallel,use 36"max spacing, staggered, and within 8" of splices and ends,with 3" x .25 washer. Joists perpendicular,use 24"max spacing, staggered, and within 4"of splices and ends,with 3"x .25 washer. - * Joist Connection: Connect joist to ledger with standard hanger. Ga3 92 FS Footing, Strip or Pad with Pony Wall or Post and Beam Support * Alt 1 -Strip Footing with Pony Wall: Use strip footing and pony wall per below. * Alt 2- Strip Footing with Post and Beam: Use strip footing and post and beam per below. * Alt 3-Pad Footings with Post and Beam: Use pad footings and post and beam per below. * Strip Footing: Use min., 16"wide x 6"tall continuous footing. Footing to extend 12" min.beyond last post or end of pony wall,typ. Longitudinal Rebar: Use 2,#4 continuous 3" from bottom. * Pony Wall: Use 2x4 studs at 24"max spacing with double top plate and single PT mud sill.Also use posts for point loads above per plan. Pony wall need not be sheathed(not a shear wall.) Studs need not line up with joists. Connect mud sill to footing with 1/2" wet set or Titan HD anchor bolts at 72" max spacing with 3"min embedment in concrete. Or use powder-actuated pins per Standard Structural Specifications herein at 36" max spacing. * Post and Beam: Use 4x4 posts at 5'max spacing and at point load locations per plan, with standard hardware top and bottom. Beam,use min.,4x10. * Pad Footing:At each post use min., 16" square x 6" tall with 2,#4 each way 3" from bottom. * Joist Connection. Connect joists to beam or top plate per joist manufacturer recommendation and/or code minimum. 93 FP Footing,Pad * Footing: Use min., 24" square x 8"tall. If in slab area, footing may be mono-poured with slab or below slab. Height may include slab height if poured monolithically. * Rebar: Use 3,#4 each way, 3" from bottom. 95 S Slab on Grade * Subgrade: Use structural fill or native material, compacted to 95%relative compaction. It is strongly recommended that all structural fill be checked by a geotechnical consultant. * No Slab Connection to Concrete Wall: Do not connect slab to concrete wall with dowels or other _ structural tie. * Underslab Insulation: May use XPS or EPS rigid foam with min.,25 psi compressive strength under slab. If used,provide and install per insulation manufacturer's recommendations. * Slab Thickness: Use 4" min. May thicken at edges and use additional continuous rebar in thickend f portion, though not required. * Reinforcement: Use any of the following: - Min.,#3 rebar at 24"OC, each way, centered in slab. - Welded wire fabric,min.,W2.9, 6"x6" (6 Ga.), centered in slab. Splices overlap 8"min. - Fibermesh per manufacturer's recommendation. - Helix micro rebar,min., 5 lbs.per cubic yard. * Control Joints: Maximum recommended spacing= 8'OC, each way. This is a non-structural item and may be changed or omitted by Owner or architectural designer. * Vapor Barrier: Suggest a min., 6 mil.,plastic vapor barrier under interior slabs. This is a non-structural item and may be changed or omitted by Owner or architectural designer. G a!f Beams Default sawn material is Doug Fir No 2 or better. Default glulam (gl), 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 conc wall: HGUM hanger with 5/8x4 Titen HD, or GLB wet-set beam seat. Default beam to beam connection: Hanger: HU, HUC, HUCQ or similar. Bear on top, 2, HGA10. CalloutT Min.,use Alt 1 min.,use Alt 2 min.,use Connector(if blankNotes use default, above) 30B 5.5x10.5 gl 31 B 5.5x13.5 gl 32B 4x8 40B 3.5x12 PT gl 5.5x10.5 PT gl HUC or HUCQ Use min., 5.5x10.5 PT glulam, -23' long. Top of beam to be flush with top of joists. Bear on full 41 B width plywood shim as necessary. Connect to perpendicular top plate or beam with A44 &#10 screws, each side. Connect to post with standard post cap hardware. 42B Same as 41 B except at exterior post connector use CCTQ. And place on top of lower wall top plate and connect with 6" SDS @ max., 18" up through double top plate. Use min., 5.5x10.5 PT glulam, -25' long. Top of beam to be flush with top of joists. Bear on full 43B width plywood shim as necessary. Connect to perpendicular top plate or beam with A44 &#10 screws, each side, or LTP4. Bear on parallel wall top plate and connect with 6" SDS at 18" max., up through top plate into bottom of beam. Bear on top of 73P and connect with CCQ. Same as 43B except -23' long. 45B 5.5xl3.5 PT gl HUCQ to 73P f ' 46B 7x11.8 PSL okay to trim ends to fit 5.5" wide hanger 50B 1.5 x11.8 LVL or LSL 51 B 2, 1.7x11.8 LVL 3.5x11.8 PSL 52B 2, 1.7x11.8 LVL 3.5x11.8 PSL 53B 5.5x10.5 gl 54B 4xl0 55B 1.7x11.8 LVL FP support. Upside down hanger to 46B 56B 1.7x11.8 LVL 57B 2, 1.7x11.8 LVL 3.5x11.8 PSL 58B 5.5x12 PT gl Goy 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; or 20H or 21 H use LUC; larger header use HUC or HUCQ, UNO. 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.) T 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.i 20H 2x6, "L" config 4x6 21 H 2x10, "L" config 2- 2x8 4x8 _ 22H 6x8 2 23H 5.5x13.5 glulam 3 Joists and Rafters Default rafter or deck joist to beam connection is con't or skip blocking and H2.5A, or H1, or A34 with screws. Framed roof overhangs, eaves, outriggers, etc. use IRC-compliant construction. Default sawn material is Doug Fir No 2 or better. Exposed to weather shall be Pressure Treated (PT) Default sawn face mount hanger is U, LU, LUS, or if sloped rafter use LRUZ. 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 -Joist roof overhangs, extensions, outriggers, and cantilevers shall per per manufacturer's recommendations. Default I-joist face mount hanger is IUS or MIU Default I joist top flange hanger is ITS, HIT, or MIT Callout Min.,use Alt 1 min.,use Alt 2 min.,use Connector(if blank Notes use default,above) 60J 11.8 BCI 6000 upside down hanger to 46B 61 J 2x6 PT @ 16" Posts _ Default material is Doug Fir No 2 or better. Default bottom connection on plate: 2, A34 with TECO or screws, or 4, 16d face nails. Default bottom connection on beam: 2, A34 with TECO or 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. Callout Min.,use Alt 1 min.,use Alt 2 min.,use Connector(if blank Notes use default,above) 70P 2-2x4 4x4 71 P 3-2x4 2-2x6 4x6 72P 3-2x6 6x6 4- 2x4 73P 6x6 PT 5.5x5.5 PT glulam 74P 4x6 PT 75P 4x4 PT ,a Gc9b ci o en= a co - - - �? � 00xrn � d ¢ a 3En eo00 d S a s o � � o � o v� � mac. U o �oA U 110oQ to U � cn U � NQkn6 .1 fe '" ee o 49 cc CL 46. a� CL U a � b� x o &OD wN 4A O. VA a U 0> 6) � p rqN+ N pe cn Cd N a+ N •'�" y `� U � a N � � D c w N \O N � N �. v 010 O bD a' @) p� Qn L0 GA - b CCI C/� U U v y cl q LI) O SQo po 0i U .rm k N N N N Q- "3 b vPC 1.+ .I C/n00 � w Al .daj �n O a. 00 �- CD \C N O 0 0 rm W M N N 0 Standard Structural Specifications'— Copyright, Tim K. Garrison, P.E. ABBREVIATIONS: A:Area IBC:International Building Code REF:Reference,not actual AC:Asphalt Concrete ICF:Insulated Concrete Form REQ or Reqd:Required BI:By Inspection IEBC:International Existing Building Code ROW:Right Of Way BRNG:Bearing(wall usually) IRC:International Residential Code Rt:Right E:Elastic modulus or Electrical K:Kip(1,000 lbs.) S:Section modulus (E):Existing LVL:Laminated Veneer Lumber SC:See Callout EOR:Engineer of Record LSL:Laminated Strand Lumber SD:Storm Drain CCI:ConstructionCalc,Inc. Lt:Left SIP:Structural Insulated Panel CEP:Cast in place concrete NA:Not Applicable SK:Sketch CMU:Concrete Masonry Unit NB:Not Bearing SOG:Slab On Grade CO:Callout or Cleanout NIC:Not Included SPF:Spruce Pine Fir Conc:Concrete OC:On Center spacing SS:Sanitary Sewer Cont:Continuous OSB:Oriented Strand Board STAO:Shear Transfer Around Opening DF:Douglas Fir PCF:Pounds per cubic foot SP:SIPs shear wall FP:Fireplace PLF:Pounds per Lineal Foot TYP:Typical GW:Gypsum shear wall Ply:Plywood U-D:Upside-Down,hanger typically Gyp:Gypsum wall board PSL:Parallel Strand Lumber UNO:Unless Otherwise specified elsewhere GL or GLB:Glulam Beam PSF:Pounds per Square Foot V or v:Shear(lbs)or unit shear(pif) HF:Hem Fir PSI:Pounds per Square Inch respectively HVAC:Heating,Ventilation,and Air PT:Pressure Treated with preservative W:Wall,full length Conditioning PW:Plywood or OSB shear wall WWF:Welded Wire Fabric 1:Moment of Inertia RC:Relative Compaction LOADS Following are the loads used for the subject design/analysis: O Roof live: 20 psf. O Deck dead: 10 psf. O Roof+ceiling dead, includes 3 psf for O Exterior wall dead: 10 psf future solar panels+ 1 layer of comp or O Interior wall dead: 7 psf metal roofing: 15 psf. O Seismic Factors: Ss= 1.31, S1=0.38 O Roof snow: 25 psf O Seismic Des Category:"D" O Floor live: 40 psf O Wind Exposure `C',3-sec gust: 110 mph. O Floor dead: 15 psf O Assumed allowable soil bearing pressure: O Stairs and exits,residential, live: 40 psf 2,000 psf. O Deck live: 60 psf BASIS OF DESIGN—APPLICABLE CODES: Code. The designs herein are prepared in accordance with the 2018 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. Structural Stratesv. See page C1, Structural Calculations. 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`BI" (By Inspection.) 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." G 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 current building code. CCI has not been retained to perform construction inspection. CCI takes no liability or responsibility for ensuring constructed items are built in accordance with these structural analyses,and/or the building code. Further, CCI does not specify Special Inspection per the IBC,IRC, or other local or national building codes. Special Inspection requirements are the responsibility of the approving jurisdiction and the Contractor. 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. Retaininig 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 R ort: 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 V 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. When roots,rocks, or other undesirable materials cause over-excavation, fill over-excavation and compact per the above. 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. CORROSION RESISTANCE: Fasteners. Framine Hardware.Use galvanized,epoxy coated, or stainless steel for all nails, screws,bolts, lags,washers,nuts, framing hardware,etc. for ALL exterior applications. Structural Steel. Coating for structural steel shall be per that section herein. 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 3x3"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, sty.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, screw, and lag 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. F 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. 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. 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; or no glue and 2 screws at 12" max spacing. Glue,Epoxy. Where specified,wood to wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days.Use Liquid Nails LN-940 or similar.For wood to steel,use Liquid Nails Fuze*It or similar with min.,400 psi shear strength at 28 days.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 CS20 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 72"OC and within 12"of ends and corners,with 3"x 3"x.229"steel 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 4 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"min concrete embedment,at 16" OC,unless otherwise shown. Decks:Joist hangers used at decks shall be galvanized, connected to all wood members with corrosion- resistant nails or screws, size per hanger manufacturer.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.Flashing and waterproofing is by others. 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. 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, 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". Screws: Screws may be substituted for nails in all applications. Screw diameter shall be#9 or#10,UNO. Screw length shall be sufficient for min., 1.5"penetration into all members being connected. Simpson SDS Wood Screws. These are %"max. diameter lag bolts.Any similar type or brand may be substituted including SDWS, SDWH,LedgerLOK,Big Screws,or similar.Length shall be sufficient for 1.5"min.penetration into all members being connected,UNO.Min distance from centerline of SDS to wood member end or edge,or another SDS= 1.25",UNO. 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.Use min.,4*diameter for end, edge,and center-to-center distances,UNO. Bolts.Use washers on all bolts. Tighten all bolts to a very snug wrench tight condition.Use standard A307 bolts,UNO.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 ................... 2.5 inches 3/4 inch diameter bolts ................... 3 inches Minimum distance between centerline of bolt and any edge of steel plate(angles, gussets,flanges,webs, etc.) shall be 1.25". 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. If installation risks cracking of wood,predrill pilot holes. 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/Flame 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.OE, 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. Glulams for use as beams shall have camber built in per manufacturer's recommendation.Use industrial appearance grade,unless visually exposed to interior living space use architectural appearance grade.All glulams shall be manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations. 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. G� Ti2316 Antone Way m K. Garrison, P.E. Anacortes,WA 98221 Professional Engineer Phone:(360)708-1865TimG@TimKGarrison.com Structural Strategy Lateral: Deck and porch roofs, use roof diaphragm to horizontal cantilever lateral loads back to building. Posts may be pin-pin-okay. Decks,use decking as diaphragm to horizontal cantilever lateral loads back to building. Deck posts may be pin-pin,okay. Most shear walls with<150 plf applied lateral loads have low unit shear force thus no holdowns are required by inspection (uplift is easily handled by anchor bolts and/or bottom plate attachment to framing below.) Where plate to plate height of shear panel>3.5:1,use shear transfer around opening(STAID)and height of opening for aspect ratio�calc. Use continuous king studs at sides of opening to achieve STAID. Z3 2�i' ZS I � ZCa: -L Aa 1 0 � I �z Structural Design Loads - IBC 2018 & ASCE 7-16 Seismic Calculations - Per ASCE 7-16 Project New home Job No t22os2 Date 12/9/2022 Location 3928 Rock Ridge Parkway,Anacortes,WA USGS 0.2 Second Response SS=1 1.310 %of gravity USGS 1.0 Second Response S, = 0.380 %of gravity No.of stories above ground lev. Two Stories Site Class [Rock B Risk Factor comm'l,Industrial,Residential-Med Hazard,11 Equiv Lateral Force Method Seis importance,IE= 1.00 Structural System Bearing wall-wood or light steel shear wall W .2 sec response,Ss= 1.310 Ss use for Cs= 1.310 Is structure regular and 5 stories or less? 'Yes • Use Ss=1.5 max for Cs ca/c 1 sec response,S, = 0.380 Site coef, Fe= 1.000 Redundancy factor,p= 1 Site coef, F = 1.000 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= 31 ft O-Str factor,00= 3.00 Defl Amplf,Cd= 4.00 EQUIVALENT FORCE METHOD,ASCE 7-16 ! Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter,SMs= 1.310 Height Limit(feet) 65 Spectral accel parameter,SM,= 0.380 Max.Allowable Story Drift 0.015 hsx or L 167 Design spectral parameter,SpS= 0.873 O-Str factor,Oo 3.00 Design spectral parameter,Sp, = 0.253 Seismic Base Shear,V 0.134 *W I Building period coef,CT,= 0.020 Horizontal Seismic Load Effect,Eh 0.134 *W Approx fundamental period,Te= 0.263 Vertical Seismic Load Effect,Ev 0.175 *W Upper limit period coef,Cu= 1.447 Seismic Load Effect E=Eh+-Ev 0.309D&-0.041 D Building period,use,T= 0.380 LRFD Comb 5 1.375D+Eh+.51-+,2S C,,nu= 0.148 LRFD Comb 7 0.725D+Eh Csmin= 0.010 ASD Comb 5 1.122D+.7Eh Seis response coef,Cs= 0.134 ASD Comb 6b 1.087D+.525Eh+.75L+.75S Min diaphragm force,Fpx min= 0.175D ASD Comb 8 0.478D+.7Eh Max diaphragm force, Fpx max= 0.349D Wind Loads Per ASCE 7-16 -Analytical Procedure Wind Loads On Buildings-MWFRS,Directional Procedure-All Heights Project New home Job No t22092 Date 12/9/2022 Building Wind Exposure Exp C-Where exp.B and D don't apply. — Enclosure Classification Enclosed Building(Typical) 3-Sec Gust,Basic 110 mph V' ASCE7-16 maps Method ASD,Basic Combos.Stress increases allowed for wood only. Load Comb Factor 0.6 Roof Pitch 1,max. 1.00 /12 Slope 1 9 = 4.8 deg Roof Pitch 2,max. 1.00 112 Slope 2 0 = 4.8 deg 63 Hill Shape I2D Escarpment(Bluff) . uB 1.07 Building Width Perp.To Ridge B= 68 ft tJL 0.37 Building Length Parallel To Ridge L= 73 ft Gust Effect Factor G= 0.85 Mean Height Of Roof(ft) hip= 27.0 ft 3-Second Gust Power Law Exponent (X= 9.5 Eave Height(ft) heave= 25.0 ft Normal Ht.Of Atmosp.Bndry Layer zg= 900 ft Directionality Constant Kd= 0.85 Velocity Press.Exposure Coefficient Kh= 0.961 26.8 ASCE 7 Height of Hill or Escarpment(ft) H= 100 ft IBC Load Factor for ASD Wind-1605.3.2 CO= 0.60 Narrowest Half-Width of Hill at Half-Height(ft) Lh= loft Topographic Factor Kzt= 1.000 Horiz.Distance From Crest To Bldg.Site(ft) x= 15 ft Velocity Pressure Q mean roof ht. qh= 25.29 psf Windward Wall Pressures Internal Pressure Intermed. Windward Elev Value a, Wall Internal Pressure 0-15 feet 0.849 13.41 psf 9.12 psf +/-4.55 psf 15-20 feet 0.902 14.25 psf 9.69 psf 20-25 feet 0.945 14.93 psf 10.15 psf Longitudinal(Parallel To Ridge) 25-30 feet 0.982 15.52 psf 10.55 psf 30-40 feet 1.044 16.49 psf 11.21 psf Leeward Wall Side Walls 40-50 feet 1.094 17.28 psf 11.75 psf -6.26 psf 9.03 psf 50-60 feet 1.137 17.96 psf 12.21 psf (Outward) (Outward) 60-70 feet 1.174 18.55 psf 12.61 psf Roof Pressures- 70-80 feet 1.208 19.08 psf 12.97 psf Based On Posn. Pressure Down Ridge 0 to h/2 -11.61 psf Transverse(Perp. To Ridge) h/2 to h -11.61 psf h to 2h -11.61 psf Leeward Wall Side Walls >2h -11.61 psf -6.45 psf -9.03 psf (Outward) (Outward) Horiz prom 11.21 psf Slope 1 - 17.7 psf 1.00/12 i� -11.10 psf -10.24 psf -7.19 psf 10.55 psf 17.0 psf P 10.15 psf ` +1-4.55 psf 16.6 psf +1-4.55 isf 9.69 psf � +1-4.55 psf J� -6.45 psf 16.1 psf ' +/-4.55 psf 9.12 psf �� 15.6 psf O' ,7//` / 68.00 ft Roof 1 slope: 1:12 0.08 rads 4.76 deg Roof 2 slope: 1:12 0.08 rads 4.76 deg Press,slope 1,roof,horiz proj: 1.8 psf Press,slope 2,roof,horiz proj: 1.8 psf ConstructionCalc, Inc C9+ Lateral Load Calculator Job No.: t22092 Job Name:zumwalt By: tkg Architect/Designer: sterling Date: 12/9/2022 Building: house+gar R basic 6.5 rho basic 1.0 SEISMIC LOAD CALCULATOR Seismic Factor: 0.134 (Basic.Ma Roof Snow 25 sf Fir Storage LLD Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up a-w up n-s do n-s w Dim 1 3716.00 Dim 2 1.00 o Trib Area 3728.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o r-------i- 1 5.0 r--- ---r------------r---1 5A-r---------------------------r------------- Dead weight,psf.; 15.0 ; 15.0 ; 15.0 ; 15.0 i 15.0 ; 15.0 ;-------------i-- - t--- t-- - -t---- -t---- ----t-------------h-------------I x Seismic factor.; 0.134 i 0.134 y 0.134 0.134 ; 0.134 0.134 ; 0.134 0.134 - -- - -y------i -1 -- Calc'd seis load 7495.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 11 282.00 1 2288.00 Dim 21 6.00 1 1.00 m Mul factorl 1.00 1.00 1.00 1 1.00 1 1.00 1.00 1.00 1.00 Trib Area 1692.0 0.0 2288.0 0.0 0.0 0.0 0.0 0.0 x r -- r r -- r-----------r -r-'- - r-------------r---- ----1 w Dead weight,psf.1--10 10.0 I 10.0 ; 10.0 ; 10.0 I 10.0 t-------t -t-- t - 0 r ; Seismic factor.i 0.134 0.134 0.134 ; 0.134 0.134 0.134 0.134 0.134 Calc'd seis load 2267.3 0.0 3065.9 0.0 0.0 0.0 0.0 0.0 Dim 1 72.00 Dim 21 28.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 °o Trib Area 0.0 0.0 2016.0 0.0 0.0 0.0 0.0 0.0 v Dead weight,psf.; 15.0 '--15.0-i- 15.0 r- 15.0 r 15.0 i 15.0 Y 15.0 -i- 15.0 ------------i-------------t------------------------------- t----.f5- --t----------h---------- i Seismic factor.; 0.134 0.134 i 0.134 ; 0.134 D.134 0.134 0.134 0.134 Calc'd seis load 0.0 0.0 4052.2 0.0 0.0 0.0 0.0 0.0 Dim 11 58.00 Dim 2 7.00 Y Mul factor 1.30 1.30 1 1.30 1 1.30 1.30 1.30 1 1.30 1.30 CD Trib Area 0.0 0.0 527.8 0.0 0._0_ 0.0 0.0 0.0 ---- ----------- ------------ o ,_____________i_____7.0___r____7.D I- 7.D Y____7 0___r_____________; 7.0 r_________------- 1 Dead wei ht, sf.l 7.0 ; 7.0 ; 7-- Seismicfactor.? 0.134 ; 0.134 ; 0.134 0.134 ; 0.134 0.134 0.134 0.134 ' - -----i -i y --- ---- 0.13--' Calc'd seis load 0.0 0.0 495.1 0.0 0.0 0.0 0.0 0.0 Other GLs 9762.3 9762.3 Unfactored Seis Applied VI 9762.3 1 9762.3 1 17375.5 1 0.0 1 0.0 1 0.0 1 0.0 1 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up a-w up n-s do n-s 0 0 0 0 0 c� Dim 1 Dim 2 o Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 (° Trib Area 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Wind psf load;-_-_8.0 _8.0 i 8.D ; 8.0 8.0 8 F, -I 8.0 8.0 ; Calc'd wind load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 11 568.00 1 68.00 Dim 21 1.00 1 8.00 n Mul factorl 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1.00 X Trib Area 568.0 544.0 0.0 0.0 0.0 0.0 0.0 0.0 w -------------------------r-------------i-- 17 0---r----- 0---r---- 0--T-------------r--------0---I Wind psf load! 17.0 17.0 ; 17.0 ; ; --�-- -------- -- ---�-------=----- Calc'd wind load 9656.0 9248.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 Dim 2 v Mul factor 1.00 1.00 1 1.00 1 1.00 1.00 1 1.00 1.00 1.00 71 X Trib Area 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ___________________r____________r____________Y.____________r____________r_____________r_____________� Lu Wind sfloadi 16.0 ; 16.0 ; 16.0 ; 16.0 16.0 ; 16.0 ; 16.0 16.0 Calc'd wind load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Other GLs Unfactored Wind Applied VI 9656.0 9248.0 1 0.0 1 0.0 1 0.0 1 0.0 1 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up a-w up n-s do n-s 0 0 0 0 0 Controlling V 9,762 lb 9,762 lb 17,375 lb 0 lb 0 lb 0 lb 0 lb 0 lb Controlling Force Type seismic seismic seismic ConstructionCalc, Inc G5 Description: up a-w Distribution of Lateral Loads Seismic Adjustments per Grid Total V,unfactored 1 9,762 Ib Building: house+gar R adjust Grid Rho a ' Grid Wind or Seis control?(w or e)J seismic Total V,factored 6,834 Ib Ad'st'd multiplier Giridsl 21 22,23 1 24,25 Percentage V[_40% t 15% 45% 0% Leftover V/grid 2,733 Ib 1,025 Ib 3,075 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 6,834 Ib Sum check OK Min. Grid Pnl 1 Pnl 2 PH 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 PH 10 Sum Eh PW use 21 12.0 If 27.0 If 9.0 If 48.0 If 57 plf 1PW 22,23 3.0If 3.0If 4.0 If 10.0 If 103 plf 1PW 24,25 9.0If 17.0 If 1 3.51f 29.5 If 104 plf 1PW Description: up n-s Seismic Adjustments per Grid Total V,unfactoredF9—,7-62lb-1 R adjust Grid Rho ad' Grid Wind or Seis control?(w or e) seismic Total V,factored 6,834 Ib Adist'd multiplier Gridsl 2a I 2b-2d I 2e,2f Percentage V 35% 1 45% 1 20% 1 1 0% Leftover V/grid 2,392 Ib 3,075 Ib 1,367 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 6,834 Ib Sum check OK Min. Grid Pni 1 Pnl 2 PH 3 PH 4 PH 5 Pnl 6 Pnl 7 PH 8 Pni 9 PH 10 Sum Eh PW use 2a 5.0 If 4.0 If 2.0 If 2.0 If 2.0 If 15.0 If 159 plf 2PW 2b-2d 17.0If 6.0 If 7.0 If 2.0 If 2.0 If 3.51f 2.0 If 39.5 If 78 plf 1PW 2e,2f 5.0 If 2.5 If 4.0 If 4.0 If 2.5 If 18.0 If 76 plf 113W Description: do n-s Seismic Adjustments per Grid Total V,unfactored 17,375-1b-1 R adjust Grid Rho ad' Grid Wind or Seis control?(w or e) seismic Total V,factored 12,163 Ib Ad'st'd multiplier - Grids a Percentage V 60% ] 40% Leftover V/grid 7,298 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 7,298 Ib SumcheckNG Min. _ Grid Pnl 1 PH 2 Pnl 3 Pnl 4 Pni 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pni 10 Sum Eh PW use 16.0If 1 3.0If 3.0If 4.0 If 26.0If 281 plf 2PW C C4 Tim Garrison,P.E. r.CS S�RUCTIONCALC P-Beam v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. ,lob t220N9l' Spans and Supports(Note,pitch and fucity,if any,not shown) Member I.D. 20h Other Info. 12/9/2022 Type? simple span,fully braced Left Cantilever Span 1 Span 2 Sven 3 Right Cantilever Tot Member Length Lenth of Spans: 4.00 It 4.00 ft Allowable Deflection,Main Spans I Live Only,U Code Minimum-Normal:U360&U240 W 360..................- 0.13 in Total,U ..........._240_............... = 0.20 in NIA. 0.00 in Total,U YY NIAJ Y = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len:4.00 ft Add Self Weight? Yes-Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member ------------------- Loads From Continuous Member? 1 Increase Roof DL for pitch? Yes Roof Pitch 1 1.012 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 12.00 it 180.6 lb/ft 300.0 Ib/ft Uniform Ld.2 40 psf 15 psf - Uniform Ld.3 60 psf 10 psf Uniform Ld.4 55 psf Uniform Ld.5 10 psf - Tot Unif Load - 180.6 Iblft 300.0 lb/ft Loads Point loads are 1110 scale 600 400 200 0 -200 4 05 1 1.5 2 2.5 3 3.5 4 45 4x And Smaller Lumbe Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8,2.8 plf 2 x a V Load Duration snow:1.15 V %Overdesign 2 x 8 (4)2 x 4 Moisture Medium Dry-18% V Douglas Fir-Larch . Repetitive Use? No Pos Bending 40.6% (2)2 x 5 3 x 5 Press Treated? No,Not P.T. . No.2 V I Flat Use? No Neg Bending NA (3)2 x 4 4 x 5 Temp Cond. 100 deg F&less w l Fb Pos 1,241 psi Fv 207 psi Shear 55.2% Fb Neg 1,241 psi Fcp 625 psi Span(s)Defl'n 447.4% Allow Pos Mom 1,359 ft-lb 1 47.63 in14 Cantilever(s)Defl'n NA Allow Neg Mom-1,359114b E 1,600 ksi Calc'd member OK by: 40.6% Allow Shear 1,501 lb El 76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.78 plf For 2 x 8 1.50 in 1.50 in Cond's Of Use:Load Duration:1.1&Snow - - Reactions Support 1 Support 2 Su000rt 3 Support 4 Moments Su000rt 1 Su000rt 2 Support 3 Su000rt 4 Max Total 967 lb 967 lb - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 367 lb 367 lb 0 ft-lb 0 ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Candvr Max Up Defl 0.000 in - - Allowed 0.200 in 0.200 in 0.200 in Max Dn Defl -0.037 in - - Allowed 0.200 in 0.200 in 0.200 in ProBeam v7 WC 9-19-22 G.7 Tim Garrison,P.E. ".,S R ProBeamUCTIONCALE v6-0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t22092 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 21 h Other Info. 12/12/2022 _Y u 5 h Type? Simple span,fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Lemth Lenth of Spans: 4.00 ft 4.00 ft Allowable Deflection,Main Spans _ Live Only,U Code Minimum-Normal:L/360&L/240 1 ..........................................,_ ............................................ ,.._....................................... r................_........................., 360 0.13 in Total,U 240 = 0.20 in N/A = 0.00 in Total,U N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len:4.00 ft Add Self Weight? Yes-Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Itch?i Roof Pitch 1 11.012 Loads From Continuous Member? No ' Increase Roof DL for p Yes --------------------= Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf - Uniform Ld.2 40 psf 15 psf 7.00 ft 280.0 lb/fit 105.0 lb/ft Uniform Ld.3 60 psf 10 psf 4.00 ft 240.0 lb/ft 40.0 lb/ft Uniform Ld.4 55 psf - - Uniform Ld.5 10 psf Tot Unif Load 520.0 lb/ft 145.0 lb/ft Loads Point loads are 1110 scale 1000 500 0 -500 1 is 2 25 3 _ - 45 4x And Smaller(Lumberl Calc'd Member Results For 2 x 12 Solutions Using Self Weight of Sawn 2 x 12,4.3 pif 2 x 12 V Load Duration Live:i.00 %Overdesign 2 x 10 (4)2 x 4 Moisture Medium Dry-18% V Douglas Fir-Larch V Repetitive Use? No IV Pos Bending 77.1% (2)2 x 6 3 x 8 Press Treated? No,Not P.T. V No.2 + Flat Use? No Neg Bending NA (3)2 x 5 4 x 6 Temp Cond. 100 deg F&less . Fb Pos 899 psi Fv 180 psi Shear 51.3% Fb Neg 899 psi Fcp 625 psi Span(s)Defl'n 1167.7% Allow Pos Mom 2,371 ft-lb 1 177.98 in"4 Cantilever(s)Defl'n NA Allow Neg Mom-2,371 ft4b E 1,600 ksi Calc'd member OK by: 51.3% Allow Shear 2,025lb El 284,766 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 pif For 2 x 12 1.50 in 1.50 in - Cond's Of Use:Load Duration:1.0-Live - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,339 Ito 1,339 lb - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 299 lb 299 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantvr Span 1 Span 2 Span 3 Rt Canflvr Max Up Defl 0.000 in - - Allowed 0.200 in 0.200 in 0.200 in Max Dn Defl -0.014 in - - Allowed 0.200 in 0.200 in 0.200 in ProBeam v7 WC 9-19-22 G-8 Tim Garrison,P.E. C-I'_q RUCTION C ALC ProBeam v6.0 Important:Notches and connectors not considered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. .lob t220ffi V Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 23h Other Info. 12/9/2022 � Type? simple span,fully braced i Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Lemth Lenth of Spans: 18.00 It 18.00 It Allowable Deflection,Main Spans Live Only,U Code Minimum-Normal:1.1360&U240 ...........................................:- ,............................................ .............................................- ........................................ 360 0.60 in Total,L/ 240 = 0.90 in N/A - 0.00 in Total,Ui WA = 0.00 in ..........................................: .........................................._. :..........................................: e...................--..__.......€ 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 DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof DL for pitch? Yes ' Roof Pitch 1.0 12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 14.50 ft 218.3 lb/ft 362.5 lb/ft Uniform Ld.2 40 psf 15 psf - Uniform Ld.3 60 psf 10 pst Uniform Ld.4 55 psf Uniform Ld.5 10 psf Tot Unif Load 218.3 lb/ft 362.5 lb/ft Loads 800 Point bads are 1110 scale 600 L400 200 0 200 •T F; Glu Lam Calc'd Member Results For 5.5 x 13.5 Solutions Using Self Weight of Glulam 5.5 x 13.5,19 pif Misc manufacturers V Load Duration %Overdesign 2.5 x 16.5 5.125 x 13.5 8.75 x 12 Moisture Medium Dry-18% v 5.5 x 13.5 �J snow:1.15 V Pos Bending 58.0% 3.125 x 15 5.5 x 13.5 Press Treated? No,Not P.T. V 24F-V4,DF/DF _ Neg Bending NA 3.5 x 15 1 6.75 x 12 Temp Cond. 100 deg F&less V Fb Pos 2,756 psi Fv 305 psi Shear 179.5% Fb Neg 2,125 psi Fcp 650 psi Span(s)Defl'n 29.0% Allow Pos Mom 38,370 ft4b 1 1127.67 in"4 Cantilever(s)Defl'n NA Allow Neg Mom-29,577 ft-lb E 1,800 ksi Calc'd member OK by: 29.0% Allow Shear 15,085lb El 2,029,809 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Su000rt 3 Support 4 Self Wt 18.98 plf For 5.5 x 13.5 Cond's Of Use:Load Duration:1.1 5-Snow 1.51 in 1.51 In Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,398 lb 5,398 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 2,135 Ib 2,135 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 Cantivr Max Up Defl 0.000 in - - Allowed 0.900 in 0.900 in 0.900 in Max Dn Defl -0.698 in - - Allowed 0.900 in 0.900 in 0.900 in ProBeam v7 WC 9-19-22 c9 Tim Garrison,P.E. CAS RUCTIONCALC ProBeam I v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. .lob I t2208$ V Sane and Supports Note, itch and foci if an not shown P PP ( P fixity, Y� ) Member I.D. 30b Other Info. 12/9/2022 Type? Simple span,fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Law Lenth of Spans: 14.00 ft 14.00 it Allowable Deflection,Main Spans Live Only,U Code Minimum-Normal:U360&U240 360...............:_ 0.47 in Total,U,................240................: 0.70 in r.................N/A................._ 0.00 in Total,U........__._N/A.............. = 0.00 in ............................................ :...........................................: :..........................................: :...........................................: Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 14.00 It Add Self Weight? Yes-Self weight will be added to applied DL Loads: ��� Uniform Loads Over Full Length of Member Loads From Continuous Member? No r Increase Roof DL for pitch? Yes Roof Pitch --------------------- Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 11.00 ft 165.6 Ib/ft 275.0 Ib/ft Uniform Ld.2 40 psf 15 psf Uniform Ld.3 60 psf 10 psf Uniform Ld.4 55 psf Uniform Ld.5 10 psf - Tot Unif Load 165.6 lb/ft 275.0 lb/ft Loads Point loads are 1110 scale 600 400 200 0 - - -200 2 4 6 8 10 12 14 1 Glu Lam Calc'd Member Results For 5.5 x 9 Solutions Using Self Weight of Glulam 5.5 x 9,12.7 plf Misc manufacturers 'V Load Duration %Overdesign j 2.5 x 12 5.125.9 1 8.75 x 9 Moisture I Medium Dry-1e% l -1 x g 1_1 Snow:1.15 v I Pos Bending 53.8% 3.125 x 12 5.5 x 9 Press Treated? No,Not P.T. 24F-V4,DF/DF Neg Bending NA 3.5 x 10.5 1 6.75 x 9 Temp Cond. 100 deg F&less . Fb Pos 2,760 psi Fv 305 psi Shear 217.0% Fb Neg 2,127 psi Fcp 650 psi Span(s)Defl'n 7.5% Allow Pos Mom 17,076 ft-lb 1 334.13 inA4 Cantilever(s)Defl'n NA Allow Neg Mom-13,163 ft-lb E 1,800 ksi Calc'd member OK by: 7.5% Allow Shear 10,057 lb El 601,425 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Su000rt 2 Support 3 Support 4 Self Wit 12.66 plf For 5.5 x 9 1.50 in 1.50 in - ICond's Of Use:Load Duration:1.lSSnow - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,173 lb 3,173 lb 0 ft-lb O ft-lb 0 ft-lb O ft-lb Min Total 1,248 lb 1,248 lb 0 Witt 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in - - Allowed 0.700 in 0.700 in 0.700 in Max Dn Defl -0.651 in - - Allowed 0.700 in 0.700 in 0.700 in ProBeam v7 WC 9-19-22 Gta Tim Garrison,P.E. C: RUCTIONCAL( Proseam V6.o Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. JOb MUD 9 y Spans and Supports(Note,pitch and rmity,if any,not shown) Member I.D. 31 b Other Info. 12/9/2022 Type? Simple span,fully braced t Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Lerath Lenth of Spans: 18.00 ft 18.00 ft Allowable Deflection,Main Spans Live Only,U Code Minimum-Normal:L/360&U240 ,..-........................................ ,..........................................., ,............................._............. ............................................, 360 = 0.60 in Total,U 240 = 0.90 in N/A = 0.00 in Total,Ui NIA = 0.00 in Pitch if Member Being Designed is Sloped: 0.012 Mem True Len: 18.00 ft Add Self Weight? yes-Self weight will be added to applied DL 1W Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? ves Roof Pitch ir1.0:12 ----------- --- Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 17.00 ft 255.9 lb/ft 425.0 lb/ft Uniform Ld.2 40 psf 15 psf Uniform Ld.3 60 psf 10 psf Uniform Ld.4 55 psf - Uniform Ld.5 - 10 psf 4.00It 40.0 Iblft Tot Unif Load 295.9 lb/ft 425.0 Ibfit Loads Point loads are 1/10 scale 1000 500 0 -500 Glu Lam Calc'd Member Results For 5.5 x 13.5 Solutions Using Self Weight of Glulam 5.5 x 13.5,19 plf Misc manufacturers . Load Duration %Overdesign 2.5 x 18 5.125 x 15 8.75 x 12 Moisture Medium Dry-18% V I 5.5 x 13.5 V snow:1.15 v! Pos Bending 28.1% 3.125 x 16.5 5.5 x 13.5 Press Treated? No,Not P.T. V 24F-V4,DF/DF Neg Bending NA 3.5 x 16.5 6.75 x 13.5 Temp Cond. 100 deg F&less v Fb Pos 2,756 psi Fv 305 psi Shear 126.5% Fb Neg 2,125 psi Fcp 650 psi Span(s)Defl'n 4.5% Allow Pos Mom 38,370 ft-lb 1 1127.67 inA4 Cantilever(s)Defl'n NA Allow Neg Mom-29,577 ft-lb E 1,800 ksi Calc'd member OK by: 4.5% Allow Shear 15,085 lb El 2,029,809 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 18.98 pif For 5.5 x 13.5 Cond's Of Use:Load Duradon:1.15•Snow 1.86 In 1.86 in - - Reactions Support 1 Support 2 Support 3 Su000rt 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,659 lb 6,659 lb - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 2,834lb 2,834 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 Defl 0.000 in - - Allowed 0.900 in 0.900 in 0.900 in Max Dn Defl -0.861 in - Allowed 0.900 in 0.900 in 0.900 in ProBeam v7 WC 9-19-22 C'II Tim Garrison,P.E. �.AS�RUCTIONCALC ProBeam v6.0 Important:Notches and connectors not Cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t22092 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 32b Other Info. 12/9/2022 Type? Simple span,fully braced J Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Lemth Lenth of Spans: 8.00 ft 8.00 ft Allowable Deflection,Main Spans Live Only,L/ Code Minimum-Normal:L/360&U240 ............................................ ,..................-......................., r........................................... ^_-__—.------•- 360 = 0.27 in Total,Ll' 240 = 0.40 in NIA = 0.00 in Total,L/ NIA = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len:8.00 ft Add Self Weight? Yes-Self weight will be added to applied DL 1W Loads: Uniform Loads Over Full Length of Member --------------------r i Loads From Continuous Member? No ' Increase Roof DL for pitch? Yes ' Roof Pitch 1.012 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 8.00 It 120.4 lb/ft 200.0 Ib/ft Uniform Ld.2 40 psf 15 psf - Uniform Ld.3 60 psf 10 psf Uniform Ld.4 55 psf Uniform Ld.5 10 psf l � Tot Unif Load - 120.4lb/ft 200.0 lb/ft Loads Point loads are 1110 scale 400 300 200 100 0 -100 1 4 4x And Smaller(LumberY Calc'd Member Results For 4 x 8 Solutions Using Self Weight of Sawn 4 x 8,6.5 pif 4 x 8 . Load Duration Snow:1.15 v %Overdesign 2 x 12 (4)2 x 6 Moisture Medium Dry-18% 4-:1 'Douglas Fir-Larch v Repetitive Use? INo Pos Bending 31.4% (2)2 x 8 3 x 10 Press Treated? No,Not P.T. v No.2 v Flat Use? Na Is, Neg Bending NA (3)2 x 8 4 x B Temp Cond. 100 deg F&less J Flo Pos 1,345 psi Fv 207 psi Shear 167.8% Fb Neg 1,345 psi Fcp 625 psi Span(s)Defl'n 136.1% Allow Pos Mom 3,437 ft-lb 1 111.15 inA4 Cantilever(s)Defl'n NA Allow Neg Mom-3,437 ft-lb E 1,600 ksi Calc'd member OK by: 31.4% Allow Shear 3,502 lb El 177,836 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.49 pit Cond's Of Use:Load Duratlon:1.15-Snow For 4x8 1.50 in 1.50 In - - Reactions Su000rt 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,308 lb 1,308 lb 0 ft-lb 0 ft-lb O ft-lb O ft-lb Min Total 508 Ib 508 Ib - O ft-lb O ft-lb O ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr SDan 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in - - Allowed 0.400 in 0.400 in 0.400 in Max Dn Defl -0.169 in - - Allowed 0.400 in 0.400 in 0.400 in ProBeam v7 WC 9-19-22 CM Tim Garrison,P.E. C S]rRUCT10NCALC I o eam Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t22092 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 40b,case 1 Other Info. 12/9/2022 Type? Simple span,fully braced - Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lertth of Spans: 20.00 ft 20.00 ft Allowable Deflection,Main Spans Live Only,L/ I Code Minimum-Normal:L/360&U240 ......................................... ...........................................; r...........................................: ,........_.�_........._.............: 360 = 0.67 in Total,U: 240 = 1.00 in N/A = 0.00 in Total,L/ NIA = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len:20.00 ft Add Self Weight? Yes-self weight will be added to applied DL 17 Loads: Uniform Loads Over Full Length of Member ' I Loads From Continuous Member? � � Increase Roof DL pitchy Roof Pitch i 1.0:12 for Yes � Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf - Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 60 psf 10 psf 2.00 ft 120.0 Ib/ft 20.0 Ib/ft Uniform Ld.4 55 psf - - Uniform Ld.5 10 psf - Tot Unif Load 120.0 Ib/ft 20.0 Ib/ft Loads Point loads are 1110 scale 150 100 50 0 50 - 10 1- 20 ?E. Glu Lam Calc'd Member Results For 3.5 x 12 Solutions Using Self Weight of Glulam 3.5 x 12,10.7 plf Misc manufacturers V Load Duration %Overdesign 2.5 x 12 5.125 x 10.5 8.75 x 9 Moisture Medium Dry-18% 3.5 x 12 V Uve:1.00 V Pos Bending 122.8% 3.125 x 12 5.5 x 10.5 Press Treated?I Yes,P.T. Fil 24F-v4,DF/DF . Neg Bending NA 3.5 x 12 6.75 x 9 Temp Cond. 100 deg F&less . Fb Pos 2,399 psi Fv 265 psi Shear 392.2% Fb Neg 1,850 psi Fcp 650 psi Span(s)Defl'n 40.0% Allow Pos Mom 16,796 ft4b 1 504.00 inA4 Cantilever(s)Defl'n NA Allow Neg Mom-12,947 ft-Ib E 1,800 ksi Calc'd member OK by: 40.0% Allow Shear 7,420 lb El 907,200 ksi Controlling criteria is: Defl-Span Req'd Bearing Su000rt 1 Support 2 Support 3 Support 4 Self Wt 10.74 plf For 3.5 x 12 Cond's Of Use:Load Duration:l.0-Clue 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Suoport 4 Moments Support 1 Support 2 Support 3 Suporrt 4 Max Total 1,507 lb 1,507 lb 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 307 Ib 307 Ib 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 Defl 0.000 in - - Allowed 1.000 in 1.000 in 1.000 in Max Dn Defl -0.598 in - - Allowed 1.000 in 1.000 in 1.000 in ProBeam v7 WC 9-19-22 G (Tj Tim Garrison,P.E. AS RUCTIONCALC "-Beam v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t22092 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 40b,Case 2 Other Info. 12/9/2022 Type? Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Riuht Cantilever Tot Member Length Lenth of Spans: 17.00 it 17.00 ft Allowable Deflection,Main Spans Live Only,L/ Code Minimum-Normal:L/360&U240 ............................................ ,..........................................., ,..........................................., ............................................, 360 = 0.57 in Total,U 240 = 0.85 in N/A = 0.00 in Total,U N/A = 0.00 in Pitch if Member Being Designed is Sloped_ 0.0:12 Mem True Len: 17.00 ft Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member --------------------i Loads From Continuous Member? Na ' Increase Roof DL for pitch? Yes ' Roof Pitch i 11.012 ----- -• Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 60 psf 10 psf 4.00 ft 240.0 Ib/ft 40.0 lb/ft Uniform Ld.4 55 psf - - Uniform Ld.5 10 psf - Tot Unif Load 240.0 lb/ft 40.0 Iblft Loads Point loads are 1110 scale 300 200 100 0 -100 - 2 4 6 8 10 12 14 16 Glu Lam Calc'd Member Results For 3.5 x 12 Solutions Using Self Weight of Glulam 3.5 x 12,10.7 plf Mlsc manufacturers V Load Duration %Overdesign 2.5 x 13.5 5.125 x 10.5 8.75 x 9 Moisture Medium Dry-18% r3.5 x 12 L ve:1.00 V Pos Bending 59.9% 3.125 x 12 5.5 x 10.5 Press Treated? Yes,P.T. 1 24F-V4,DF/DF Neg Bending NA 3.5 x 12 6.75 x 10.5 Temp Cond. 100 deg F&less . Fb Pos 2,399 psi Fv 265 psi Shear 200.3% Fb Neg 1,850 psi Fcp 650 psi Spans)Defl'n 14.0% Allow Pos Mom 16,796 ft-lb 1 504.00 in14 Cantilever(s)Defl'n NA Allow Neg Mom-12,947 ft-lb E 1,800 ksi Calc'd member OK by: 14.0% Allow Shear 7,420 lb El 907,200 ksi Controlling criteria is: Defl-Span Req'd Bearing Su000rt 1 Support 2 Support 3 Support 4 Self Wt 10.74 plf For 3.5 x 12 1.50 In 1.60 in Cond's Of Use:Load Duration:1.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,471 lb 2,471 lb - - 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 431 Ib 431 Ib 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 Defl 0.000 in - - Allowed 0.850 in 0.850 in 0.850 in Max Dn Defl -0.602 in - - Allowed 0.850 in 0.850 in 0.850 in ProBeam v7 WC 9-19-22 G �4 Tim Garrison,P.E. C Sl RUCTIONC All Proseam v6.0 Important:Notches and connectors not cosidered.Dynamic loading rat considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t22092 Spans and Supper(Note,pitch and fixity,I any,not sl-m) Member I.D. 41 b Other Info. 12/912022 Type? Candlever(s),multiple spans,fixity,or not braced I V 5 10 16 20 Cantilevers? nightC�n6lever ' al Number of Main Spares Two Main spans Fix Left End of Main Span? xc,Leave it pinned 71 Fix Right End of Main Span?I NA-(tight end Is CanvL- Left Cantilever Span 1 Span 2 Soan 3 Right Cantilever J Tot Member Lem Lenth of Spans: 14.00 ft 4.00 ft 4.00 ft 22.00 ft Top of Beam Lateral Support Dcnbnucus _ Top of Beam,Max Unbrdced Length 0.10 It Bottom of Beam Lateral Support at supports only ] Bottom of Beam,Max Unbraced Length 14.00 ft Allowable Deflection,Main Spans _ Allowable Deflection,Cantilevers Live Only,U Code Minimum-Normal:Lf"It L/240 Live Only,U I Input Your Own 360 =0.47 in Total,U; 240 =0.70 in 180 =0.27 in Total,Ui 120 =0.40 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len:22.00 ft Add Self Weight? Yes_Sdf weight will be added w applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? Increase Roof DL for pitch? Yes Roof Pitch Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.3 60 psf 10 psf 1.00 ft 60.0lb/ft 10.0lblft Tot Unif Load 60.0 lblft 10.0 Iblft - Partial Distributed Loads(Uniform or Trapezoidal) Measured from left end 0f member.Member Total Length=22 ft. start Start End End Live Dead Snow Trib.Width Location Trib.Width Location Roof 20 psf 15 psf 25 psf 6.00 ft 1 0.00 ft 6.00 ft 14.D0 R Floor 2 1 10 psf j 15,00 ft 1 0.00 ft 1 15.00 ft 1 14.00 ft Point Loads Measured from left end of member.Member Total Length=22 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 2 60 psf 10 psf 8.50 R 4.00 R 2,040 lb 3401b Loads Poi,t loads aro 1110 acale 300 200 100 0 -100 15 ` Glu Lam gated Member Results For 5.5 x 10.5 Solutions Using Self Weight of Glulam 5.6 x 10.5.1"pR mi.manufacturers [. Load Duration %Overdesign 2.5 x 18 5.125 x 10.5 &75 x 9 Moisture medium Dry-is% v s.s x 10.s �Vj ,live:I.DD V Pos Bending 186.8% 3.125 x 12 5.5 x 10.5 Press Treated? Yes,P.T. V 24F-v4,DFIDF Neg Bending 58.0% 3.5 x 12 6.75 x 9 Temp Cond. 100 deg Fa less V Fb Pos 2,400 psi Fv 265 psi Shear 193.9% Fb Neg 1,824 psi Fcp 650 psi Span(s)Defl'n 212.0% Allow Pas Mom 20,211 ft-lb 1 530.58 m^4 Cantilevers)Defl'n 57.4% Allow Neg Mom-15,360 ft-lb E 1,800 ksl Calc'd member OK by: 57.4% Allow Shear 10,2031b El 955,041 ksi Controlling criteria is: Deft-Cantivr Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 14.76 pit For 5.5 x 10.5 1.50 in 1.50 In 1.50 In - Conti's Of else:Load Duration:1.0-1-ive Reactions Support 1 Support 2 SUDDDrt 3 Support 4 Moments Su000rt 1 Support 2 Support 3 Support 4 Max Total 2,"0lb 5,071 Ito 4,0331b - 0 ft-lb -4,056 ft-lb .1,490 ft-lb 0 ft-lb Min Total 1,5641b 1,016 lb .1,076 lb - 0 ft-lb .7,749 ft-lb -9,722 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Spent Span 2 Span 3 Rt CanBvr Max Up Deg - 0.000 in 0.027 in - 0.000 in Allowed 0.700 in 0.700 in 0.700 in Max Dn Dell -0.224 in 0.000 in -0.178 in Allowed 0.700 in 0.700 in 0.700 in ProBeam v7 WC 9-19-22 fir- CN Proseam Tim Garrison,P.E. MISIIRUCTIVCALC va.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t22092 Spins and Support(Nate,pikh and flruty,if any,not rhown) Member I.D. 42b Other Info. 12/9/2022 s Type? Canblever(s),mulbple spans,R dty,or not braced � 6 10 15 20 Cantilevers? Right Cantilever Number of Main Spans Two Main Spans Fix Left End of Main Span? No,Leave it Dinned Fix Right End of Main Span? NA-Nght End Is Cantilever V. Left Cantilever Span 1 Span 2 Span 3 RUMCantilever Tot Member Length Lenth of Spans: 14.00 ft 4.00 ft 4.00 ft 22.00 ft Top of Beam Lateral Support Continuous Top of Beam,Max Unbmced Length 0.10 ft Bottom of Beam Lateral Support At Supports Only_ Bottom of Beam,Max Unbraced Length 14.00 ft Allowable Deflection,Main Spans Allowable Deflection,Cantilevers Live Only,U Cork Minimum-Normal:L/360 s 1.1240 Live Only,U Input Your Dan ,._------------...._.......I r._...._._......._._............... 360 0.47 in Total,U, 240 =0.70 in 180 =0.27 in Total,L/ 120 =0.401n ........................... .............................. ,........._-.................__.. Pitch if Member Being Designed is Sloped: 0.0:12 Mom True Len:22.00 ft Add Self Weight? Yes.Sdf weight will be added to applied DL .� Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof DL for pitch? Yes � Roof Pitch I 1.0:12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.3 1 60 psf 10 psf 1.D0 ft 60.0 Iblft 10.0 Ib/ft Tot Unif Load 60.0 lblft 10.0 Iblft - Partial Distributed Loads(Uniform or Trapezoidal) Measured from left and of member.Member Total Length=22 ft. Start Start End End Live Dead Snow Trib.Width Location Trib.Width Location Roofj 20 psf 1 15 psf 1 25 psf 3.00 ft 0.00 ft 3.00 ft 14.00 ft Floor 21 10 psf 15.00 ft 0.00 ft 15.00 ft j 14.00 ft Point Loads Measured from left end of member.Member Total Length=22 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 2 60 psf 10 psf 8.50 ft 4.00 ft 2,040 lb 340 Ib 21.80 ft Point Load 3 60 psf 10 psf 10.00 ft j 2.00 ft 1,200 lb 200 Ib 21.80 ft Louts Pdnl bads era 1/10 scale 300 200 100 D -ion 5 10 15 'pro Glu Lam Calc'd Member Results For 5.5 x 10.5 Solutions Using Self Weight of Glulam 5.5 x 10.5,14.8 pif Milt mznufad- V Load Duration %Overdesign 6.125 x 12 8.75 x 9 Moisture Medium Dry-18% 6.s x ias V 1 Live:1.00 V Pos Bending 258.7% 3.125 x 16.5 5.5 x 10.5 Press Treated? Yes,P.T. I 29FV9,DF/DF Nag Bending 2.1% 3.5 x 15 6.75 x 10.5 Temp Cond. 100 deg F a less -1 F6 Pus 2.400 psi Fv 265 psi Shear 147.7% Fb Nag 1,824 psi Fop 650 psi Span(s)Defl'n 307.0% Allow Pos Mom 20,211 ft-lb 1 530.58 in"4 Cantilever(s)Defl'n 2.3% Allow Nag Mom-15,360 ftab E 1,800 esi Calc'd member OK by: 2.1% Allow Shear 10,203 lb El 955,041 ksi Controlling criteria is: Nag Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 14.76 pif For 5.5 x 10.5 Comr.OfU-Load Durati-1.0-Limo 1.50 In 1.50 In 1.99 In - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,902 lb 3,279 Is 7,125 lb - 0 ft-lb .2,607 ft-lb -2,250 ft4b 0 ft-lb Min Total 1,352 to -1,095 lb -931b - 0 ft-lb -5,378 ft-lb .15,042 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantiyr Span 1 Span 2 Span 3 Rt Candvr Max Up Defl - 0.000 in 0.034 In - 0.000 in Allowed 0.700 In 0.700 In 0.700 in Max Dn Defl - -0.172 1n 0.000 in - -0.301 in Allowed 0.700 in 0.700 in 0.700 in ProBeam v7 WC 9-19-22 -�1PP G c6 Tim Garrison,P.E. CASARUCTIONCALC v6 o aam Important:Notches and connectors not oosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t22092 swna.ra evvvorta(mota.lxmh.nd rwly,d.nrnoe shovm) Member I.D. 43b Other Info. 12/9/2022 Type? Cantilever(s),multiple spans,adty,or not bmad 5 10 15 .0 25 21 Cantilevers? Right Cantilever Number of Main Spans Throe main Spans V7 Fix Left End of Mein Span? No,Leave R Pinned V Fix Right End of Main Span? NA-Fight End is cantii a Left Cantilever Span 1 Span 2 Span 3 Riaht Cantilever Tot Member Lemh of Spans: 12.D0 ft 1 2.00 ft 1 5.50 ft 1 4.50 fl 24.00 ft Top of Beam Lateral Support continuos ] Top of Beam,Max Unbmced Length 0.10 N Bottom of Beam Lateral Support at supports only Bottom of Beam,Max Unbri ced Length 12.00 ft Allowable Deflection,Main Spans Allowable Deflection,Cantilevers Live Only,U code minimum-Normal:yaw a L1240 1- Live Only,U {Input Your 0" ___......._._._._..............__„_..........._.........._...._._;_ __._._._.........._._......._._ �_.__._._.1-0.40 in Total,U!..._......._.2 ........_._.:=0.60 in ( ....I ,..,_._._....-0.301n Total,U 120 =0.45 in Pitch if Member Being Designed is Sloped: 0.0:12 Mom Two Len:24.D0 fl Add Self W eight? Yes-Self weight yell be added uD appied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous MembeR No Increase Roof DL for pitch? Yes Roof Pitch ` :12 _ -- __i Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.3 60 pef 10 psf 1.00 fl 60.0 Wit 10.0 WJft Tot Unif Load 60.0 Ibfft 10.0 Ib1ft - Partial Distributed Loads(Uniform or Trapewidal) Measured from left and of member.Member Total Length=24 ft. Start Start End End Live Dead Snow Trib.Width Location Trib.Width Location Roofj 20 psf 1 15 psf 1 25 psf I 11.00 ft 14.00 ft 11.00 ft 19.50 ft Floor 2 - 1 10 psf 15.00 a 14.00 ft 15.00 ft 19.50 ft Point Loads Measured from left and of member.Member Total Length=24 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf IS psf 25 psi 10.00 ft 12.00 ft - 1,800 lb 3,000lb 18.00 ft Point load 2 fx1 psf 10 psf 10.00 ft 2.00 ft 1,200 lb 200 lb 22.00 ft Point Load 3 60 psf 10 psf 10.00 ft 2.00 ft 1,200 lb 200 lb 23.80 ft Point Load 4 1,800 Ib 18.00 ft Point Load 5 Load. Pemt loadsara 1110 scale 400 300 200 100 0 -100 ---ate -2r.• Glu Lam Calc'd Member Results For 6.5 x 10,5 Solutions Using Self Weight of Glulam 5.5 x 10.5,%8 pit H.num facturen_ V Load Duration %Overdesign 2.5 x 10.5 5.1251r 10.5 8.75 x 9 Moisture I medium Dry-is% v 5.5 x 10.5 uve:1.00 V Pos Bending 216.0% 3.125 x 13.5 5.5 x 10.5 Press Treated? Y6,P.T. 24F-v4,DFIDF V Nag Bending 48A% 3.5 x 12 6.75 x 9 Temp Cond. 100 deg P a ten Fb Pos 2,400 psi Fv 265 psi Shear 46.5% Fb Nag 1,828 psi Fcp 650 psi Span(s)Defl'n 1583.1% Allow Pos Mom 20,211 ft-lb 1530.58 inl^4 Cantilever(s)Dairn 39.4% Allow Nog Mom-15,398 ft-lb E 1.800 ksi Calc'd member OK by: 39.4% Allow Shear 10,203lb El 955,041 lost Controlling criteria is: Deft-Cantivr Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 14.78 pit For 5.5 x 10.5 Cond's Of Use:Load Duretion:11.0-Live 1.501n 1.501n 1.771n 2.65 In Reactions Support I Support 2 Support 3 Suoo01t Momenta Support I Support 2 Support 3 Sug 1t_og-q Max Total 411 lb 2,105 lb 6,319 lb 9,478 lb 0 ft-lb -92 ft-lb 1,166 ft-lb .1,611 ft-lb Min Total 108 lb .1,580 lb .1,139 Ib 3,992 Ib 0 ft-lb -1,406 ft-lb -4,400 ft-lb .10,378 ft-lb Min Load Case Deflections Lt Camlvr Span Span-2 Span 3 Rt Candvr Max Up Deg - 0.DD0 in 0.002 in 0.011 in 0.051 in Allowed 0.600 in 0.600 in 0.600 in Max Do Den - -0.011 in 0.000 In -0.023 in 0.000 in Allowed 0.600 in 0.000 In 0.600 In ProBeam v7 WC 0-19-22 CAI Tim Garrison,P.E. CAS RUCTIONCALC ProBeam Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t22092 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 45b Other Info. 12/12/2022 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 SDan 3 Right Cantilever Tot Member Length Lenth of Spans: 20.00 ft 20.00 ft Allowable Deflection,Main Spans Live Only,U Code Minimum-Normal:1.1360&IJ240 360............... = 0.67 in Total,Ur................24D................:_ 1.00 in N/A_...............:_ 0.00 in Total,u.................NIA............ = 0.00 in t..........................................: :.............I.............................: ............................-.............a :.......................................... Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len:20.00 ft Add Self Weight? yes-Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member r-------------------' Loads From Continuous Member? Increase Roof DL for pitch? yes Roof Pitch 1.012 L------- - Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf - Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 60 psf 10 psf 6.00 ft 360.0 Ib/ft 60.0 Iblft Uniform Ld.4 55 psf - - Uniform Ld.5 10 psf - Tot Unif Load 360.0 lb/ft 60.0 lb/ft Loads Point loads are 1110 scale 600 400 200 0 -200 5 10 15 225 Glu Lam Calc'd Member Results For 5.5 x 13.5 Solutions Using Self Weight of Glulam 5.5 x 13.5,19 plf Misc manufacturers _V1 Load Duration %Overdesign 2.5 x 18 5.125 x 15 8.75 x 12 Moisture F Medium Dry-is% V] 15.5.1.3.5 V Live:1.00 V Pos Bending 50.4% 3.125 x 16.5 5.5 x 13.5 Press Treated? 24F V4,DF/DF Neg Bending NA 3.5 x 16.5 1 6.75 x 13.5 Temp Cond. 100 deg F&less V Fb Pos 2,372 psi Fv 265 psi Shear 19a.a% Fb Neg 1,828 psi Fcp 650 psi Span(s)Defl'n 4.41/6 Allow Pos Mom 33,016 ft-lb 1 1127.67 in^4 Cantilever(s)Defl'n NA Allow Neg Mom-25,450 ft-lb E 1,800 ksi Calc'd member OK by: 4.4% Allow Shear 13,118 lb El 2,029,809 ksi Controlling criteria is: Deft-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 18.98 pif For 5.5 x 13.5 1.50 in 1.50 i Cond's Of Use:Load Duration:l.0-Live n - - Reactions Support 1 Support 2 Sunnort 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,390 lb 4,390 lb 0 ft-lb 0 ft-lb O ft-lb O ft-lb Min Total 790 Ib 790 Ib 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 Dell 0.000 in - - Allowed 1.000 in 1.000 in 1.000 in Max Dn Defl -0.779 in - - Allowed 1.000 in 1.000 in 1.000 in ProBeam v7 WC 9-19-22 GI$ Tim Garrison,P.E. CCX S RUCTIONCALC Proseam v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t22092 Spans and Supports(Note,pitch and fi;*,if any,not shown) Member I.D. 46b Other Info. 12/12/2022 Type? Simple span,fully braced Left Cantilever Span 1 Span 2 Span 3 Riimht Cantilever Tot Member Length Lenth of Spans: L 20.00 ft 20.00 it Allowable Deflection,Main Spans Live Only,U Code Minimum-Normal:L/360&L1240 ..........................................- ....................I......................- ,.......................................... 360 `- 0.67 in Total,U' 240 i- 1.00 in N/A = 0.00 in Total,U N/A = 0.00 in ......................................... .......................................... ;..........................................I ;..........................................I Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 20.00 It Add Self Weight? Yes-Self weight will be added to applied DL W Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' p' Roof Pitch 1 1.0 12 j Increase Roof DL for pitch? Yes ' Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 12.00 It 180.6 Iblft 300.0 lb/ft Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 60 psf 10 psf 2.00 ft 120.0 lb/ft 20.0 lb/ft Uniform Ld.4 55 psf - - Uniform Ld.5 10 psf 16.00 ft - 160.0 lb/ft Tot Unif Load 120.0 Iblft 360.6 lb/ft 300.0 Ib/ft Loads Point Toads are 1110 scale 1000 500 0 . v 50010 15 20 Enoineered Lumber Calc'd Brand TrusJoist Results For(41 1.75 x 11.8752.0E Solutions Using Self Weight of Engrd(4)1.75 x 11.875 2.0E LVL,21.3 plf Calc'd Member (4)1.75 x 11.875 2.0E LVL V LVL 3.5 x 20 2.2E PSL Load Duration Snow:1.15 V %Overdesign 7 x 20 2.2E PSL Repetitive Use? No . Pos Bending 22.3% Fb Pos 3,109 psi Fv 328 psi Neg Bending NA Fb Neg 3,109 psi Fcp 750 psi Shear 160.6% (2)1.75 x 18 2.0E LVL Allow Pos Mom.42,630 ft-lb E 2,000 ksi Span(s)Defl'n -28.4% (3)1.75 x 16 2.0E LVL 5.25 x 16 Plus PSL,Levi Allow Neg Mom.42,630 ft-lb El 1,963,654 ksi Cant(s)Defl'n NA (4)1.75 x 14 2.0E LVL Allow Shear 18,163 lb Calc'd member FAILS by: -28.4% 3.5 x 18 2.0E PSL 5.25 x 16 Plus PSL,Lsv2 1 976.83 inA4 Controlling criteria is: Dail-Span 5.25 x 16 2.0E PSL - Self Wt 21.25 plf Cond's Of Use:Load Duration:1.1 S-Snow 7 x 14 2.0E PSL Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(4)1.75 x 11.875 2.0E 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 6,969 lb 6,969 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 3,819 lb 3,819 lb O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Canflvr Span 1 Span 2 Span 3 Rt Candvr Max Up Defl 0.000 in - Allowed 1.000 in 1.000 in 1.000 in Max Dn Defl -1.284 in - - Allowed 1.000 in 1.000 in 1.000 in ProBeam v7 WC 9-19-22 a I? Tim Garrison,P.E. CAS RUCTIONCALC ProBeam v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. .lob t22092 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. 50b Other Info. 12/12/2022 TV Type? Simple span,fully braced Left Cantilever Span I Span 2 Snan 3 Right Cantilever Tot Member Length Lenth of Spars: 14.00 ft 14.00 ft Allowable Deflection,Main Spans Live Only,L/ Code Minimum-Normal:L/360&1./240 ......................................... _ _..........................................- ,...-..................................-.. ..........................................:- ................3�................:- 0.47 in Total.U's...............-240................,- 0.70 in s..............._NIA................ ......................................... = 0.00 in Total,Vi..............._NIA.................- 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 Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for itch? Yes r 1 p Roof Pitch 1.0:12 L - t Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.2 40 psf 15 psf -1 1.30 ft 52.0 lb/ft 19.5 lb/ft Tot Unif Load 52.0 Iblft 19.5lb/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 15 psf 1.30 ft _ 2.50 ft 130 lb 49 lb 6.50 ft Loada Point loads are 1/10 scale 100 50 0-50 - 2 4 6 8 10 12 14 Engineered Lumber Calc'd Brand Trusloist V Results For 1.75 x 11.8751.55E Solutions Using Self Weight of Engrd 1.75 x 11.8751.55E LSL,5.3 plf Calc'd Member 1.75x 11.9751.55E LSL V LSL 3.5 x 7.251.3E LSL 3.6 x 20 2.2E PSL Load Duration Uve:i.o0 t %Overdesign 1.75 x 9.251.55E LSL 7 x 20 2.2E PSL Repetitive Use? No 11 Pos Bending 220.2% 3.5 x 9.251.55E LSL Fb Pos 2,323 psi Fv 310 psi Neg Bending NA 1.76 x 9.25 2.0E LVL Fb Neg 2,323 psi Fcp 900 psi Shear 578.0% (2)1.75 x 7.26 2.0E LVL 3.5 x 9.25 Plus PSL,Levl Allow Pos Mom. 7,962 ft-lb E 1,550 ksi Span(s)Defl'n 206.2% (3)1.75 x 5.5 2.0E LVL 5.25 x 9.25 Plus PSL,Lev1 Allow Neg Mom.-7,962 ft-lb El 378,520 ksi Cant(s)Defl'n NA (4)1.75 x 5.5 2.0E LVL 3.5 x 9.25 Plus PSL,Lev2 Allow Shear 4,295 lb Calc'd member OK by: 206.2% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL,Lev2 1 244.21 inA4 Controlling criteria is: Deft-Span 5.25 x 9.25 OE PSL 3.5 x 9.25 Plus PSL,Levi Self Wt 5.31 plf Cond's Of Use:Load Duration:11.0-Live 7 x 9.25 2.0E PSL 5.26 x 9.25 Plus PSL,Levi Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1.75 x 11.875 1.55E LSL 1.50 in 1.50 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Suoport 4 Max Total 633 Ib 621 Ib 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 200 Ib 196 1b 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 Defl 0.000 in - - Allowed 0.700 in 0.700 in 0.700 in Max Dn Defl -0.222 in - - Allowed 0.700 in 0.700 in 0.700 in ProBeam v7 WC 9-19-22 G Tim Garrison,P.E. CC3N�IS RUCTION'=ALC "-B"m v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. .lob t22092 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 51 b Other Info. 12/12/2022 p f -�4 Type? Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 RUM Cantilever Tot Member Lenoth Lenth of Spans: 12.00 ft 12.00 ft Allowable Deflection,Main Spans Live Only,U Code Minimum-Normal:L/360&L/240 f 360 .- 0.40 in Total,U................240 .- 0.60 in NIA 0.00 in Total,U€..............._N/A '--- = 0.00 in .......................................... ,.........................................: ......................................... ;.............................._�v Pitch if Member Being Designed is Sloped: 0.0:12 Mem Trueft ru Len: 12.00 Add Self Weight? Yes-Self weight will be added to applied DL - Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes Roof Pitch1 11.012 Live Dead Snow Trib.Width Live Dead - Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf 15.00 ft - 225.8 lb/ft 375.0 Ib/ft Uniform Ld.2 40 psf 15 psf 3.00 ft 120.0 lb/ft 45.0 lb/ft Uniform Ld.3 60 psf 10 psf - - Uniform Ld.4 55 psf Uniform Ld.5 10 psf 12.00 ft 120.0 lb/ft Tot Unif Load 120.0 lb/ft 390.8 Iblft 375.0 Ib/ft Loads Point bads are Ill scale 1000 500 0 a sop Engineered Lumber Calc'd Brand Trus joist Results For(21 1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd(2)1.75 x 11.875 2.0E LVL,10.6 pif Calc'd Member (2)1.75 x 11.875 2.0E LVL V 1 LVL 3.5 x 20 2.2E PSL Load Duration Snow:1.15 V %Overdesign 1.75 x 16 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No Pos Bending 46.6% 3.5 x 11.25 1.55E LSL Fb Pos 2,989 psi Fv 328 psi Neg Bending NA 1.75 x 16 2.0E LVL Fb Neg 2,989 psi Fcp 750 psi Shear 94.9% (2)1.75 x 11.25 2.0E LVL 3.5 x 11.875 Plus PSL,Levl Allow Pos Mom. 20,492 ft-lb E 2,000 ksi Spans)Defl'n 61.8% (3)1.75 x 9.25 2.0E LVL 5.25 x 11.875 Plus PSL,Lev1 Allow Neg Mom.-20,492 ft-lb El 976,827 ksi Cant(s)Defl'n NA (4)1.75 x 9.25 2.0E LVL 3.6 x 11.875 Plus PSL,Lev2 Allow Shear 9,081 lb Calc'd member OK by: 46.6% 3.5 x 11.25 2.0E PSL 5.25 x 11.875 Plus PSL,Lev2 1 488.41 in"4 Controlling criteria is: Pos Bending 5.25 x 9.25 2.0E PSL 3.5 x 14 Plus PSL,Lev3 Self Wt 10.63 pff Cond's Of Use:Load Duration:1.15-Snow 7 x 9.25 2.0E PSL 5.25 x 11.875 Plus PSL,Levi I Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2)1.75 x 11.875 2.oE LVL 1.77 in 1.77 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,658 lb 4,658Ib O ft-lb 0 ft-lb O ft-lb O ft-lb Min Total 2,408 lb 2,408 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 Defl 0.000 in - - Allowed 0.600 in 0.600 in 0.600 in Max Dn Defl -0.371 in - - Allowed 0.600 in 0.600 in 0.600 in ProBeam v7 WC 9-19-22 Tim Garrison,P.E. "S RUCTIONCALC FroBeam s: v8.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. .lob 1:22092 Spare and Supports(Note,pitch and fl)ity,if any,not shown) Member I.D. 53b Other Info. 12/12/2022 Type? Simple span,fully braced Left Cantilever Span 1 Span 2 Span 3 Riahl Cantilever Tot Member Lenoth Lenth of Spans: 9.00 ft 9.00 ft Allowable Deflection,Main Spans _ Live Only,U ,Code Minknum-Normal:U360 a L/240 -� ..............._.....................:- r.............................._..... .....................................:- _....................I.. ....... 360......._.....:-0.30 in Total,U 240.............. =0.45 in ;............._WA...............-0.00 in Total,U N/A...............i=0.00 in Pilch if Member Being Designed is Sloped: 0.0:12 Mem True Len:9.00 ft Add Self W eight? Yes-Self went will be added to applied DL Loads: Unfform Loads Over Full Length of Member �-------------------- Loads From Continuous Member? No • Increase Roof DL for pitch? Yes • Roof Pitch 1 11.012 Live Dead Snow Trib.Width Live Dead Snow Uniform Lot.1-Roof 20 psf 15 psf 25 psf - - - Uniform Ld.2 40 psf 15 psf 14.00 ft 560.0 lb/ft 210.0 lb/ft Uniform Ld.3 60 psf 10 psf - Uniform Ld.4 55 psf Uniform Ld.5 - 10 psf - - Tot Unlf Load 560.0 lb/ft 210.0 Ibt t Point Loads Measured from left end of member.Member Total Length=9 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 15.00 ft 7.00 ft - 1,575 lb 2,625 lb 4.50 ft Point Load 2 40 psf 15 psf - - - Point Load 3 10 psf 14.00 ft 15.00 ft 2,100 lb 4.50 ft Point Load 4 Point Load 5 Leads Pointloads are 1/10 scale 1000 . 500 0 -500 1 5 Glu Lam Calc'd Member Results For 5.5 x 10.5 Solutions Using Self Weight of Glulam 5.5 x 10.5,14.8 pH Misc marxfiacturers V. Load Duration %Overdesign 2.5 x 15 5.125 x 10.5 8.75 x 9 Moisture Medium Dry-18% v 5.5 x 10.5' vl Snow:1.15 � Pos Bending 20.9% 3.125 x 13.5 5.5 x 10.5 Press Treated? No,Not P.T. V 124F-ya,DF/DF 7� Neg Bending NA 3.5 x 12 6.75 x 9 Temp Cond. 100 deg F s less Fb Pos 2,760 psi Fv 305 psi Shear 105.0% Fb Neg 2,127 psi Fcp 650 psi Span(s)Deftn 76.6% Allow Pos Mom 23,242 ft-lb 1 530.58 inA4 Cantilever(s)Defl'n NA Allow Neg Mom-17,916 ft-lb E 1,800 ksi Calc'd member OK by: 20.9% Allow Shear 11,733lb El 955,041 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support4 Self Wt 14.76 plf Cond's Of Use:Load Duration:1.15-Snow For 5.5 x 10.5 1.60 In 1.60 in Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support3 Support 4 Max Total 5,723 lb 5,7231b - - 0 ft4b 0 ft-lb 0 ft4b 0 ft-lb, Min Total 2,849 lb 2,849 lb - - 0 ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt CanIIvr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0.450 in 0.450 in 0.450 in Max Dn Defl - -0.255 in - - Allowed 0.450 in 0.450 in 0.450 in ProBeam v7 WC 9-19-22 --�� L2L Tim Garrison,P.E. 'CDN5IIRUCTIONCALC 'r il eam Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t22092 Spans and Support(Note,pitch and raity,if any,not shown) Member I.D. 581D Other Info. 12/12/2022 W Type? Simple span,fully braced Left Cantilever Soan 1 Span 2 SDan 3 Riaht Cantilever T9t Member Lariath Lenth of Spans: 20.00 ft 20.00 ft Allowable Deflection,Main Spans Live Only,U Code Minimum-Normal:L/360&1_1240 36D_................- 0.67 in Total,U.................240................ = 1.00 in ..................NIA...............,- 0.00 in Total,U--.........-N/A- -- = 0.00 in t.......................................... :...........................................: ........................................... t.............._........................... Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len:20.00 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 ' r 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 15 psf - - Uniform Ld.3 60 psf 10 psf 4.00 ft 240.0 lb/ft 40.0 lb/ft Uniform Ld.4 40 psf 15 psf - Uniform Ld.5 10 psf - Tot Unif Load 240.0 lb/ft 40.0 lb/ft Loads Point loads are 1/10 scale 300 200 100 D -100 5 10 1 Glu Lam Calc'd Member Results For 5.5 x 12 Solutions Using Self Weight of Glulam 5.6 x 12,16.9 plf Misc manufacturers V: Load Duration %Overdesign 2.5 x 16.5 5.125 x 12 8.75 x 10.5 Moisture Medium Dry-18% W 5.5 x 12 i Lve:1.00 v I Pos Bending 77.8% 3.125 x 15 5.5 x 12 Press Treated? Yes,P.T. V 24F-V4,DF/DF LV Neg Bending NA 3.5 x 15 6.75 x 12 Temp Cond. 100 deg F&less V Fb Pos 2,400 psi Fv 265 psi Shear 292.8% Fb Neg 1,850 psi Fcp 650 psi Span(s)Defl'n 10.0% Allow Pos Mom 26,396 ft-lb 1 792.00 inA4 Cantilever(s)Defl'n NA Allow Neg Mom-20,347 ft4b E 1,800 ksi Calc'd member OK by: 10.0% Allow Shear 11,660 lb El 1,425,600 ksi Controlling criteria is: Deft-Span Req'd Bearing Support 1 Support 2 Support 3 juppo:rt:4:77 Self Wt 16.87 plf For 5.5 x 12 1.50 in 1.50 in Cond's Of Use:Load Duration:1.0-Live - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Su000rt 4 Max Total 2,969 lb 2,969 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 569 lb 569 lb - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 SDan 2 Span 3 Rt Cantivr Max Up Deft 0.000 in - - Allowed 1.000 in 1.000 in 1.000 in Max Dn Defl -0.750 in - - Allowed 1.000 in 1.000 in 1.000 in ProBeam v7 WC 9-19-22 GZ3 Tim Garrison,P.E. CASE RUCT_I-ONCALC fProsesm v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. .lob t22092 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 60j Other Info. 12/12/2022 Type? cantilemKs),multiple spare,raity,or not braced ¢ 2 4 6 8 10 12 14 16 18 Cantilevers? Right cantilever Number of Main Spans one Main Span Fix Left End of Main Span? No,Leave It Pinned f Fix Right End of Main Span? NA-Right End Is cantilever Left Cantilever Span 1 Span 2 Scan 3 Rght Cantilever Tot Member Lariath Lenth of Spans: 14.00 ft 3.50 ft 17.50 ft Top of Beam Lateral Support continuous v i Top of Beam,Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support continuous Bottom of Beam,Max Unbraced Length 0.10 ft Allowable Deflection,Main Spans Allowable Deflection,Cantilevers Live Only,U Code Minimum-Normal:U360 a U240 Live Only,U Input Your Own ....................................._:- ..................................... ,......................................,- ........ ....... ._.... 360 - 0.47 in Total,U 240 = 0.70 in 180 - 0.23 in Total,U': 120 = 0.35 in Pitch ff Member Being Designed is Sloped: 0.0:12 Mem True Len: 17.50 It Add Self Weight? Yes-Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member -------------------- Loads From Continuous Member9 Nu Increase Roof DL for pitch? Yes Roof Pitch 1 11.012 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld.1-Roof 20 psf 15 psf 25 psf - - Uniform Ld.2 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 Ib/ft Uniform Ld.3 60 psf 10 psf - Uniform Ld.4 55 psf Uniform Ld.5 10 psf - Tot Unlf Load 52.0 Iblft 19.5 lb/ft Loads Point loads are 1110 scale 100 50 0 _ r 2 4 6 8 10 12 14 16 18 50 IJoist Calc'd Brand ea-0olse cascade Results For 11.718"BCI 60001.8 Calc'd Member lia/e"ect e000 l.s w l %Overdesign Solutions Using Self Weight of IJolst 11-718"BCI 60001.8,2.5 pif Load Duration live:i.0o v Pos Bending 132.6% 11-718"BCI 50001.7 11-718"BCI 90 2.0 Bmg @ Ends: Min 3",w/o web sufhler v Nag Bending 795.8% 9-112"BCI 60001.8 Bring @ Mid-Supports: Min 3.5-in,w/o web Armor v Shear 204.3% 9-112"BCI 65001.8 - Allow Pos Mom.4,060 ft4b Allow Shear 1,675 Ito Span(s)Defl'n 227.0% 11.718"BCI 60 2.0 Allow Nag Mom.4,060 ft-lb El 320,000 ksi Cantivr(s)Defl'n 84.7% Allow End Rxn 1,4251b Bearing 180.3% Allow Mid Rxn 2,500 lb Calc'd member OK by: 84.7% Self Wl 2.50 pif Controlling criteria is: Dell-Cantivr Cord's Of Use:Load Duralion:11.0-Live Reactions Support 1 Support 2 Su000rt 3 Support 4 Moments support 1 Support 2 import 3 Support 4 Max Total 508 Ib 809 Ib 0 ft4b -135 ft-lb 0 ft-lb 0 ft-lb Min Total 1221b 241 lb 0 ft4b -453 ft-lb 0 ft-lb 0 ft4b Min Load Case Deflections Lt Cantivr Span 1 Soan 2 Span 3 Rt Cantivr Max Up Defl 0.000 in - 0.146 in Allowed 0.700 in 0.700 in 0.700 in Max Dn Defl -0.191 in 0.000 in Allowed 0.700 in 0.700 in 0.700 in ProBeam v7 WC 9-19-22 c,x f Tim Garrison,P.E. AS RUCTIONCALC ProBeam v6.0 Important:Notches and connectors not cosidered.Dynamic loading not considered.Compliant with 2018-2003 IBC.All designs should be checked by a competent professional. Job t22092 Spans and Supports(Note,pitch and fixity,If any,not shown) Member I.D. 61J Other Info. 12/12/2022 v Type? I simple span,fully braced r Left Cartilever Span 1 Span 2 Span 3 Riaht Cantilever Tot Member Lermth Lenth of Spans: 7.50 ft 7.50 ft Allowable Deflection,Main Spans Live Only,U Code Minimum-Normal:U360&L/240 ..........................................,— ,............................................ .............................................— ............................................, 360 - 0.25 in Total,U 38 in N/A 0 240 = 0. .00 in Total,U NIA = 0.00 in Pitch if Member Being Designed is Sloped: 0.0:12 Mem True Len: 7.50 ft Add Self W eight? yes.Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member -------------------- Loads From Continuous Member? Nu ` 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 Uniform Ld.2 40 psf 15 psf - - Uniform Ld.3 60 psf 10 psf 1.30 ft 78.0 lb/ft 13.0 Ib/ft Uniform Ld.4 55 psf - - Uniform Ld.5 10 psf Tot Unif Load 78.0 lb/ft 13.0 lb/ft Loads Point loads are 1110 scale 100 50 0 -60 4x And Smaller(Lumberl Calc'd Member Results For 2 x 6 Solutions Using Self Weight of Sawn 2 x 6,2.1 plf 2 x 6 V Load Duration uve:1.00 V I %Overdesign 2 x 6 (4)2 x 4 Moisture Medium Dry-18% I.. I Douglas Fir-Larch V Repetitive Use? yes Pos Bending 3.6% (2)2 x 5 3 x 6 Press Treated? vas,P.T. No.2 V Flat Use? No Neg Bending NA (3)2 x 4 4 x 5 Temp Cond. 100 deg F� Fb Pos 1,076 psi Fv 144 psi Shear 126.8% Fb Neg 1,076 psi Fcp 625 psi Span(s)Defl'n 42.3% Allow Pos Mom 678 ft4b 1 20.80 in14 Cantilever(s)Defl'n NA Allow Neg Mom-678 ft-lb E 1,520 ksi Calc'd member OK by: 3.6% Allow Shear 792 lb El 31,611 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Su000rt 2 Support 3 Su000rt 4 Self Wt 2.11 plf _ Cond's Of Use:Load DuraBon:1.0-Live For 2 x 6 1.50 in 1.50 in Reactions Support 1 Support 2 Support 3 Supoort 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 349 lb 349 lb - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 57 lb 57 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 Cantivr Max Up Defl 0.000 in - - Allowed 0.375 in 0.375 in 0.375 in Max Dn Defl -0.210 in - - Allowed 0.375 in 0.375 in 0.375 in ProBeam v7 WC 9-19-22