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HomeMy WebLinkAboutPermit File BLD-2021-0931 3949 Rock Ridge Parkway (8)Tim K. Garrison, P.E. Professional Engineer 2316 Antone Way Anacortes, WA 98221 Phone: (360) 708-1865 TimG@TimKGarrison.com Structural Analysis: New Home at 3949 Rock Ridge Parkway, Anacortes, WA Client: Weisburg-Price Job Number: T21069 Building Design: Strandberg Design Date: November 9, 2021 G r � �i 2073 =AI- lr�q 17e t twpm" *W'G�. INDEX: Design Sketches Callouts and Tables Standard Specifications Calculations. Total No. of pages excluding cover sheet: SKI — SK5 COI — CO6 B—H Cl — C32 50 Notes Disclaimers: ConstructionCalc, Inc. (CCI) takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein. Further, this report is valid only if it is stapled or otherwise bound as it originally left this office, and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). R/l rL •• •• " Z/L 6•A --- •.. 2/L r.L ^ "ZII G-A ••• I ��3u41 I,Z9 �a�Y — — — S•bE v N ----T— ----r-------i — — — — — — -- ell I I I I " I I +0{ I I I I � I mLL I I I I I I �wtoo.�ol X13tl�NM� 1 .•Ys z _ I" �a�Q I • I I- I II I E a I �1Q I I I------ - ---r rt� .ol..s to .W F-A N 1JI llt11tt ! I Oa I I -44 I -------- I- I I I �ujw8 g 1CN'j I .YZI I� �Of 0 1 1 It — — - - _----__._____-____ Ih asl I .rzl I �1 c — V I ZIL L-1 (� 4- Y C 0 En fC m l0 Un - X N X 4l � o a 0 ! LLn L N II 1 .� v � 00 o E m C Y a - o Q Q LL 0 d d �KL i I 1 t t Q } U � y Q L G1 cV U CL 00 E to o 0 a, L L L 4� Va M a m •"Q E _ O� O Y Q U co4— .L N U T C C O t E y L L ai C m U N � L o L LL i i 'O i M n n r. f 33 Q / ❑ I f 1-1 0 N ■ 4 3 u- Q ?Q .0 � N C a a E a � m p' o o o }, m O c N 7 3 u ado caa 3 a to ,Q L I l0 H L i a1 U � II O tLD v O O N N 0000 �° 41 c ro '. 'O ii c ai i 1 i M i f0 Typ. shear wall TOP D1 connection - framing parallel or rim or con't blocking, NTS T¢uss, otz ALT �APreSL., va Jcts7,o2 CawiT S�fEAT1J�.lf� HsaE csLuu4 �� bfNb2 82Actuq Tr of S+E6Wi u:ALI. PE.a. YL.A�.f ?-us,; ate `IzAFT6E ALT, op-,vots-(' otz LTr q- C&�sT 13L. r q I� A,L.r., A34, sHbsitlrM4 �CEtUK�j ML ori�E4 $QAuH4 — Tar aF S+I*Sst WALL ?e PL.a Typ. shear wall BOTTOM D3 connection on framed floor, NTS At-T. U-AL L BoTTbm of SHEAIL wALL PEA ?L Aj 'Mp5 aa- i5 �41L o0. SPL.�c�?? jaE2fi SDS FER TASL;C i I 1 ALT S«(EAYHfryft SpL.ic.E, REer- CvALI, orL I ti I -k5 rm ntz FDIJ, $o'Zon of fLs44:A;L W A LL- Erl CoaE ntu. NAtutuE II I J t L� WALj- otZ � BEdM o2 Typ. shear wall TOP connection - D2 framing perpendicular, NTS TRL.u55 on. 'QAFf�.Z y L i � AL-2..5-ILe Comer 1 $L•Kry ALT,, SDWG156DOo 4.`C l� T2Lcs$ $Lpc,tc_ 02 OTHE2 FuLt, 14T, �-outTl '�iLoc� SNf:A }N r>� 1 AL-T H2.5 STaft, �oR) AL•r sawctybno IToaF 6>e(f hLAll-t� z Ls `FALL 44e6L Cov'S E3LY�q � u 33 •7tzus5 `� 4. J ?f SueATHtU6 SRC£ HE2E , a s w�Nse o * Acr Nz-5 - qLT ��) SawC{5600 I (LtM 09- C-ou7 T ALA.M-o 71?? LisI��H�E�AtcTs}It�l� t-EAM f? ESIZt N (Zit-t ors. Vf115e NL C.0)a-T BL,Kq TotST SHEAT�4tN(q , 5 alZ + SpL Ie6p (4 GLE — — - Ta e,F ALT Rz.5 LL ALL ?t9L qLT t SDWGis( oo Slr, col Structural Callouts© — Co yri ht ConstructionCalc Inc(CCD 0 PA Per Architect 11 * Structural Item: This item and related connectors shall be Tier architect / desiuiier. RD Roof Diaphragm * _Shear Capacity: Good for Eh = 230 plf - seismic; Eh = 322 plf - wind. Max aspect ratio = 3:1. * Framing: Trusses or rafters: 2x at 24" OC, max. * Framing Connection at Support: Where connected to shear wall, connect per shear wall callout - top of wall. Where trusses or rafters connect to beam, use H2.5, or A34 with screws, or similar, typ. At ledger, connect per ledger callout. * Sheathing: 7/16" min., OSB or CDX plywood. * Sheathing Layout: Case 1 per IBC 2306.2.(1) * -Nailing: Use 8d at 6" edges, 12" field. * Blocking: Not required except at supports and at connections to shear walls below. 12 FD Floor Diaphragm * Sheathing: 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. May be OSB or plywood. Good for 130 psf, TL @ L/360 defl. * 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 #9 screws, at 6" edges, 12" field. * Blocking: not required except at supports (beams) and connections to shear walls below. 15 FF Floor -To -Floor Holdown * Min., Capacity: Good for 1705 lb tension. * _Strap: Use CS 16 vertical strap, length as indicated below. Fill all nail holes with 10d. * Strap Length: Walls Above and Below Floor: Use 13" min. to each upper and lower studs. Min. total length = 26" + depth of floor system. Strap Length: Wall Above, Beam or Header Below: Use 13" min. to upper stud, and 13" min to beam * or header. Wrap around bottom of beam or header if necessary. Min. total length = 26" + depth of floor system. If upper wall bears directly on a beam, min. strap length — 26". * Exterior Shear Wall: Attach strap to 2x studs lined up above and below rim joist. Strap to be applied over wall sheathing. If strap falls on header or beam below, nail to header or beam and wrap around bottom if 17 HD Alt 1 - Holdown - Embedded Strap Type. * Min. Capacity: Good for 2185 lb uplift. * Holdown: Use LSTHD8 for no rim joist condition. For rim joist condition use LSTHD8RJ. * Nails: Use 16, 16d to full -height stud as follows. * Stud: Use larger of. king stud as spec'd elsewhere; or choice of 2- 2x, 3x, or 4x. Alt 2 - Holdown - Bolt Type * Holdown: Use HDU2. * Lags: Use 6 SDS 1/4 x 2.5 to full -height stud per above GG L Anchor Bolt: If wet set, use 5/8" diameter SSTB 16, or 5/8" all -thread with nut and 3" washer on * embedded end. Min embedment = 12". If too long to fit in footing, bend 90-degrees at bottom of footing, maintain 3" cover at bottom of footing. If rotohammer, use 5/8" Titen HD or all thread & epoxy, with 6" min concrete embedment, centered in stem wall. 77 M Mullion * 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, A34 and screws. * Header Connection: Header(s) may be supported with 2x trimmer or hang on this mullion with LUC, HUC, HUCQ or similar. 78 KS King Stud * At sides of opening use min 2, 1.75x5.5 LVL king studs, continuous bottom plate to top plate. Support header with trimmer or HUC hanger. 79 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, 2x6s continuous bottom plate to top plate. * Header Connection: Header(s) may be supported with 2x trimmer or hang on this mullion with LUC, HUC, HUCQ or similar. 801 L I Ledger -Roof Diaphragm * Ledger Screws: If connecting to rim or header or other continuous wood, use SDS, or LedgerLOK at max 12" OC, staggered. If connecting to studs, use 2, SDS or LedgerLOK per stud. Length of SDS or LedgerLOK = Through ledger and sheathing and 1.5" min embedment into solid framing. - Min distance of connector to end of ledger or splice = 2". Min edge distance to top or bottom of ledger =1.75" * 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 truss or last rafter or similar. Ledger to be placed over wall sheathing. Mono Truss Top Chord Perpendicular: Use continuous 2x blocking between trusses nailed through wall sheathing with 16d @ 6" OC to solid wood backing (continuous rim, plate, ledger, or blocking.) - Mono Truss Bottom Chord Perpendicular: Alternate 1: Hang bottom chord with hanger mounted over wall sheathing to solid wood backing (rim, o plate, ledger, or blocking.) Alternate 2: Use min., 2x4 ledger let in to truss bottom chord. Ledger to be placed over wall sheathing o and connected with ledger screws per above. * Roof Diaphragm: Connect roof diaphragm to ledger with 8d ring shank or screws at 3" OC. 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. * 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. 6193 * 'Slab Thickness: Use 4" min. * 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. Go 4- Headers Default header material is Doug Fir No. 2 or better 2x headers must be in tall orientation with flat 2x nailed at bottom in "L" configuration Default Trimmer, use 1, 2x stud or Simpson LUC hanger, each end. Default King Stud, opening 6-feet wide and less use 1, full height stud each end (plate to plate.) Default King Stud, opening wider than 6-feet, use 2, full height studs each end (plate to plate.) Trimmer, each end King Stud, each Callout Min, use Alt 1 min. use Alt 2 min., use (if blank use default end (if blank use above. j default above., 20H 2x6, "L" config 46 21 H 2x10, "L" config 2- 2x8 4x8 22H 5.5x12 glulam 23H 6x12 5.5x7.5 glulam 3.5x9 glulam 2 24H 5.5x9 glulam 3.5x12 glulam 2 2 25H 2, 2x10 4xl0 Joists and Rai"ter_s 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 deck joist hanger is U or LU (not LUS) with galv screws, or galv TECO or similar nails. Default sawn top flange hanger is JBA, LB, BA, or B (welded app, use LB, BA, or B) Any national I joist brand, equal or stronger may be substituted I -Joist roof overhangs, extensions, outriggers, and cantilevers shall per per manufacturer's recommendations. Default I -joist face mount hanger is [US 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) (All joists and rafters are per Arch. Use defaults, above, as appropriate.) 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 Callout Min., use Alt 1 min., use Alt 2 min., use Connector (if blank Notes use default, above) 70P 2- 2x4 4x4 2x6 71 P 3- 2x4 2- 2x6 46 72P 3- 2x6 6x6 4- 2x4 73P 6x6 PT 74P 6x10 75P 6x8 76P 6x6 4, 2x6 5.5x5.5 glulam col. 77P 8x8 PT Gvs Beams Default sawn material is Doug Fir No 2 or better. Default glulam, LVL, PSL materials - see Standard Structural Specs herein. Default LSL is 1.5E, 2,300 psi, min Fb. Default wall connection: 3" bearing in pocket or on plate with min., 2 studs below. Default end post connection: LCE, ACE, EPCZ, ECCQ, or similar. Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44. Default mid -post connection: LPCZ, PCZ, CCQ, or similar. Default beam to 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. Default Steel Wide Flange: 50 ksi, A992 per Std. Struct'l Specs herein. I Callout Min., use Alt 1 min., use Alt 2 min., use Connector (if blank Notes use default, above) 30B-33B 5.5xl2 glulam 35B 1.75x14 LVL 36B 2, 1.75x14 LVL 3.5x14 PSL HWPH to 38B 37B 2, 1.75x14 LVL 3.5x14 PSL HW P to 38B Use W16x50 (16.3" x 7" actual dims) with 2, 2x8 or 4x8 nailer on top, connected with 2, SDS 1/4 x 3 @ 24" up 38B through flange. At ends use full bearing on wood member. Connect w/ 2, 5/8" x 4" lags through bottom flange to centerline of bearing member. Floor joists to hang on nailer with top flange hanger. 39B 4xl 0 40B 1.75x14 LVL 41 B, 42B 2, 1.75xl4 LVL 3.5x14 PSL 43B 6x12 PT 1 5.5x7.5 PT glulam 45B 1.75xl 1.8 LVL 46B 2, 1.75xl 1.8 LVL 3.5xl1.8 PSL 47B 2, 1.75xl1.8 LVL 3.5xl1.8 PSL 48B 4, 1.75xl 1.8 LVL 7xl 1.8 PSL 49B 2, 1.75xl 1.8 LVL 3.5xl 1.8 PSL HUCQ at wet bar Use min., 5.5x18, 24F-V8 glulam. Min. backspan =15'. If this beam acts as wall top plate, connect studs to this 50B beam with A34 and screws, typ. If beam bears on wall top plate, connect with SDS 1/4 x 6 @ 12" max up through top plate into bottom of beam. Connect this beam to 76P with straps, cleats, or standard hardware. 51 B 5.5xl2 PT glulam 606 ►. b "b d N N N N PC IZ o 3 3 o oio to � o ° A o o°n @ �' o w v A p U 0 0Q\p an s. 'b p CE 00, eOj •� � p C v? 3 � N N y 0 P� O n O M C D l O cd p bA Q k k Q ii � bU bA y.Ly N N 0 O p � 'O 3 H Cr„ R •�, o0 cd C7 N � •�• 3 V] h H Q/ � N ��i ♦�i � i 0 N p .a. \O N \O N w PC PC on p� aU di9Ua aU � U 9 cn y-0 0 O o. ^C µ p u o +q it O dy U ag Z rim•W eq cd ¢ N N N pa"3 b U CA Cd CC 4N N w o O o eq y Q 00 Z 0 ,� °�° ro b - ^ cd W) w cl o b o OA p �D 3 A T° N N 00 W Or pi0 p p O �p O p O 0. Lam' p W) O U •u '3 m W `� �' "' `D `t � N .; U R Standard Structural Specifications' — Copyright, Tim K. Garrison, P.E. 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. 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.) ABBREVIATIONS: A: Area AC: Asphalt Concrete BI: By Inspection BRNG: Bearing (wall usually) E: Elastic modulus or Electrical (E): Existing EOR: Engineer of Record CCI: ConstructionCalc, hic. CIP: Cast in place concrete CMU: Concrete Masonry Unit CO: Callout or Cleanout Conc: Concrete Cont: Continuous DF: Douglas Fir FP: Fireplace GW: Gypsum shear wall Gyp: Gypsum wall board GLB: Glulam Beam HF: Hem Fir HVAC: Heating, Ventilation, and Air Conditioning 1: Moment of Inertia IBC: International Building Code ICF: Insulated Concrete Form IEBC: International Existing Building Code IRC: International Residential Code K: Kip (1,000 lbs.) LVL: Laminated Veneer Lumber LSL: Laminated Strand Lumber Lt: Left MRM: Moment Resisting Mullion NA: Not Applicable NB: Not Bearing NIC: Not Included OC: On Center spacing OSB: Oriented Strand Board PCF: Pounds per cubic foot PLF: Pounds per Lineal Foot Ply: Plywood PSL: Parallel Strand Lumber PSF: Pounds per Square Foot PSI: Pounds per Square Inch PT: Pressure Treated with preservative PW: Plywood or OSB shear wall LIMITED SCOPE OF CONSULTANT'S WORK: RC: Relative Compaction REF: Reference, not actual REQ or Reqd: Required ROW: Right Of Way Rt: Right S: Section modulus SC: See Callout SD: Storm Drain SIP: Structural Insulated Panel SK: Sketch SOG: Slab On Grade SPF: Spruce Pine Fir SS: Sanitary Sewer STAO: Shear Transfer Around Opening SP: SIPs shear wall TYP: Typical U-D: Upside -Down, hanger typically UNO: Unless Otherwise specified elsewhere V or v: Shear (lbs) or unit shear (plf) respectively W: Wall, full length WWF: Welded Wire Fabric Consultant. The consultant in responsible charge of the work indicated herein is Tim K. Garrison, P.E., doing business as ConstructionCalc, Inc., hereafter indicated as "CCI." Scope of Consultant's Work. The scope of work of CCI is limited to structural analysis of a new single- family residence. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per 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 nor require 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. Following are the loads used for the subject design / analysis: O Roof live: 20 psf. O Roof + ceiling dead: 15 psf O Roof snow: 25 psf O Floor live: 40 psf 0 Floor dead, 1.5" gyperete: 28 psf. O Stairs and exits, residential, live: 40 psf O Deck live: 60 psf O Deck dead, 2" concrete pavers: 32 psf. O Exterior wall dead: 10 psf 0 Interior wall dead: 7 psf L O Seismic Factors: Ss= 1.15, S1= 0.409 O Seismic Des Category: "D" O Wind Exposure `B', 3-sec gust: 110 mph. SINGLE PROJECT: O Assumed allowable soil bearing pressure: 2,000 psf. The calculations, drawings, notes, specifications, and / or tables prepared by CCI are valid only for the project indicated herein. These documents are not valid, are not applicable to, and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL / SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as -built condition of the structure and related systems. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same is not included herein. Contractor or owner should check all temporary - supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. Retaining, Walls. Do not backfill against retaining walls until concrete has cured to at least 2,500 psi (okay to use high early strength admixtures or additional cement in the mix to achieve this). For retaining walls that are to be connected at their top to horizontal floor diaphragms, do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS, FOUNDATIONS, SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data, which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle, and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters, however, CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill" shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel. All structural fill must be compacted per the following section. Compaction: Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical (vibratory or impact) methods. In paved areas and under structures, use structural backfill compacted to 95% relative compaction. In non -paved or non -footing areas use structural backfill or native backfill minus rocks, lumps, and organic matter, compacted to 92% relative compaction. V Where pipes enter and exit structures (distribution boxes, utility boxes, catch basins, manholes, etc.) use structural fill around the structure. Carefully place and compact to 95% relative compaction under and around all pipes. When roots, rocks, or other undesirable materials cause over -excavation, fill over -excavation and compact per the above. Foundations Footin s 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 %z" diameter, perpendicular to face of rock. No epoxy is necessary. Dowels to be located as follows: O For continuous footings, use dowel within 6" of ends, corners, and intersections and at 36" OC max spacing. Dowels to be centered on stemwall. O For pad footings larger than 12" square or round, use three dowels spaced 8" apart, centered on footing. If dowel is too long to fit in footing, bend as necessary to provide 2" cover at top and / or side(s). O For pad footings equal or smaller than 12" square or round, use two dowels spaced 6" apart, centered on footing. If dowel is too long to fit in footing, bend as necessary to provide 2" cover at top and / or side(s). Slabs on Grade. Subgrade below slabs shall be similar to the above. A layer of free draining material and a suitable vapor barrier (designed by others) are recommended for all interior slabs. Footing Drains. Footing drains, with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc = 2,500 psi unless otherwise noted on Plans. Minimum cement content = 5 sacks per cubic yard. Maximum water/cement ratio shall be 0.45. All materials shall be in accordance with ACI 318, latest edition. Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures. Industry recognized and approved admixtures affecting set time, flowability, and / or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment. Provide 5% air entraining in all concrete exposed to the earth or weather. Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content. Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. ie CONCRETE REINFORCING: Strength: Standard Footin s Stem walls Slabs on Grade. Reinforcing bars (rebar) for standard footings, stem walls, and slabs on grade shall be grade 40 (Fy = 40 ksi) or better, unless otherwise specified in the Plans. Strength: Retaining Walls and other Structural Elements. Reinforcing bars (rebar) for retaining walls retaining more than 4-feet of soil and their footings, and for structural beams, structural columns and the like shall be grade 60 (Fy = 60 ksi) unless otherwise specified in the Plans. Splicing, Bending. All reinforcing shall be spliced, detailed, bent, and supported in accordance with the most recent ACI code adopted by the jurisdiction. Welded Wire Fabric. Unless otherwise specified, welded wire fabric (WWF) shall be W2.9, 6"x6" (6 Ga.), ASTM A-185. Splice by lapping one mesh +2" all sides. Cover. Provide the following minimum cover: Footings and other unformed surfaces, distance from the bar to earth face ... 3" Formed surfaces in direct contact with earth ......2" Surfaces exposed to weather ........................1-1/2" For slabs on grade, center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE: General. This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques. Minimum concrete embedment = 4-inches unless otherwise specified. Minimum distance to any edge or end of concrete = 3" from hole centerline unless otherwise specified. Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. Location of existing reinforcing bars may be by non-destructive methods (pachometer, radar, or similar). Washers. Use 3"0"x.229" washers on all wood mud sill anchor bolts. Such washers may be slotted, with plate washer under the nut as allowed by the IBC. At non -mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non -Epoxy Systems. Use Simpson Titen HD where shown in the Plans. These anchors may be used to resist tension loads and shear loads. Install per manufacturer's recommendations. Epoxy Systems. For bolts, use Simpson epoxy -tie bolt system with ET -HP or SET high strength epoxy, with zinc plated, A307 `all -thread' bolts as shown in the sketches. For dowels, use ET -HP or SET high strength epoxy and rebar as specified on the Plans and Callouts. Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. CONVENTIONAL WOOD FRAMING: General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code. Where Structural Plans do not specifically address a structural element, construct said element per minimum building code. Framing Material. All sawn framing lumber, not including beams, posts, and columns, shall be Spruce Pine Fir, Hem Fir, or Douglas Fir - Larch, Number 2 or better, unless otherwise shown. All sawn wood shall have moisture content less than 25%. Studs. Studs in exterior walls shall be a single member (not spliced nor discontinuous) from horizontal diaphragm to horizontal diaphragm (horizontal diaphragms are roofs and floors that connect to exterior walls.) Use balloon framing at stairwells, openings in floor diaphragms, etc. Stud size, material, and maximum length between diaphragms is shown in shear wall table. Beams and Posts. All sawn structural beams, headers, and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT (Pressure Treated) may be Hem Fir No. 2 or better. Glulams, PSLs, LVLs, etc. shall be per Prefabricated Wood Products section below. Nails: Nails called out herein are "common" sizes, i.e. 16d, 12d, 10d, 8d. Smaller diameter, similar length nail gun nails may be substituted provided 50% more nails are used. For example if 8, 16d are called out, the number of similar length .131 diameter nail gun nails required is 8*1.5 = 12. As another example if 16d nails are called out at 4" spacing, the spacing of similar length, narrower nail gun nails shall be 4/1.5 = 2.7". Shear Walls: Walls called out as shear walls on the Plan shall be constructed per the Structural Shear Wall Table herein using materials designated for lateral load resistance by nationally -approved manufacturers. All shear walls must be positively connected at top and bottom to diaphragms. Walls not specifically called out, or labled "NS" are not intended as shear walls and shall be built per minimum code. Sheathing. "PW" walls, use plywood or OSB, minimum thickness and nailing as indicated in Shear Wall Table, oriented either direction. "GW" walls are drywall shear walls, use per Shear Wall Table. Sheathing Joints. Use blocking behind joints if indicated in the Shear Wall Table. At garage door corners with "2PW" and stronger shear walls, no sheathing joints are allowed within 2-feet in any direction of said garage door corners. Multi 1p a Ply Members. Trimmers, King Studs, Headers. Where more than one 2x is placed against another and used as a multiple ply king stud, trimmer, or header, connect all plies with 16d at 4" OC, staggered. Beams, Columns. Where more than one 2x, or LVL, or LSL is placed against another and used as a multiple ply beam or column, connect all plies with glue and 2, 16d at 4" spacing. Glue, Epoxy. Where specified, wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days. Use Liquid Nails LN-940 or similar. Prep and apply per manufacturer's recommendations. Epoxy used with wood dowels or drift pins shall be Simpson ET -HP, or other brand intended for wood use. Wood and dowel shall be clean and dry prior to epoxy installation. Window and Door Openings. Header. Use minimum size as called out on Plans. All headers shall be installed with their tall dimension vertical. If header is less than 3 inches wide (I.E. a single 2x or single LVL) use a flat 2x nailed to the bottom of header in an "L" configuration with 16d at 4" max spacing. If no header is specified, the wall is assumed non -load bearing and wall top plate may serve as the header. Multiple Adjacent Openings. Where adjacent door or window openings occur in a wall, headers for each opening shall be individual members with full -height king studs between them. Each header shall use the number of king studs specified below or in the Structural Callouts. Trimmers, aka Jack Studs. Use size (or larger) per Structural Callouts. Concealed flange hanger of similar bearing length and capacity may be substituted for trimmer. King Studs. Unless otherwise shown on Plans use the following. These must be full -height, bottom plate to top plate, IE diaphragm to diaphragm. * Opening less than 6' wide — use min., one king stud each end of header. * Opening 6.1' wide to 9' wide — use min., two king studs each end of header. * Opening 9.l' 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 CS 18 strap with minimum 12" length on the header and 12" length on the top plate beyond. Strap may be on top, inside, or outside of wall. Anchor Bolts. Shear wall anchor bolts connecting mud sills, use 5/8" diameter x 8" min embedment at the spacing shown in the Plans but never greater than 60" OC and within 12" of ends and corners, with 3" x 3" x .229" steel washers, wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing may be used in lieu of wet set - see specifications in previous section. An alternate to wet -set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non -shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and corners and shall be fitted with 2" steel plate washers. Use either 1/2" diameter x 8" min embedment wet - set, or 1 /2" Titen HD with 4" min embedment. Non -shear wall anchors may be 0.145" diameter powder -actuated pins with 1-1/2" min concrete embedment, at 16" OC, unless otherwise shown. Decks: Joist hangers used at decks shall be connected to all wood members with corrosion -resistant TECO or similar nails, or screws, Simpson SD9 or similar. Hangers shall be U or LU only (not LUS.) Ledgers shall be attached with screws or lag bolts per Callouts. All hardware and connectors shall be at least medium -duty corrosion -resistant with galvanizing or similar. 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. Bolts. Unless otherwise specified: Use washers on all bolts; tighten all bolts to a very snug wrench tight condition; use standard A307 bolts; for bolts in wood, drill the same diameter hole as the bolt; for bolts in steel drill holes 1/16" larger than the bolt diameter. Provide the following minimum edge distances between centerline of bolt and all edges of bolted wood, and between centerline of multiple bolts: 5/8 inch diameter bolts ................... 3 inches 3/4 inch diameter bolts ................... 3.75 inches Minimum distance between edge of bolt and any edge of steel plate (angles, gussets, flanges, webs, etc.) shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above. Lag Bolts. All lag bolts greater in diameter than 114" 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 �i of the threaded portion). Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. PRE -FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified, however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements. The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to. Nails and screws which will be exposed to weather shall be galvanized or stainless steel. If installation risks cracking of wood, contact engineer for alternate nailing and / or alternate connector. Simpson SDS Wood Screws. Where specified, install per manufacturer's recommendations. In general these do not need pilot holes. However, if wood is old and or very dry pilot holes may be required to avoid splitting. Use length as specified in Plans but never less than required to ensure full strength. Simpson SD Wood Screws. With most Simpson connectors, Contractor may use SD9 in lieu of 10d nails, and / or SD10 in lieu of 16d nails. These are provided in 1-1/2" and 2-1/2" lengths. Use the length necessary for full penetration into the member(s) connected. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses. Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing designer shall provide to the Contractor stamped design drawings with appropriate notes showing member sizes, forces, installation procedures, blocking, bracing, etc. Engineered Wood — General. These products must be provided, stored, and installed in accordance with manufacturer's recommendations. Failure to do this may void the warranty and diminish load carrying capacity. Any nationally -recognized brand that meets the below specifications is acceptable. I-beam Composite Web / Flange Joist Products. The contractor shall install the I -Joist products complete with web stiffeners and other blocking / bracing as shown on the Plans and / or as recommended by the manufacturer. PSL (Parallel Strand Lumber) and Versa -Lam. Use minimum 2.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. Any that span continuously over one or more interior supports or are cantilevered, use 24F-V8 DF/DF. Use industrial appearance grade, unless visually exposed to interior living space use architectural appearance grade. Pressure Treated (PT) glulams shall be not less than 10% weaker than the above in bending, shear, and modulus of elasticity, using suitable wood species for pressure treating. All glulams shall be manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations. C! Tim K. Garrison, P.E. Professional Engineer I P- Structural Strategy Lateral: Decks and porch roofs, use diaphragms and / or strapped x-bracing to horizontal cantilever lateral loads back to building. 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 (STAG) and height of opening for aspect ratio calc. Use continuous king studs at sides of opening to achieve STAG. Moment -resisting structural mullions are used in various locations for in -plane lateral resistance due to insufficient length of code - compliant shear wall. See calcs herein for moment - resisting mullions. G — Z! ❑ 2316 Antone Way Anacortes, WA 98221 Phone: (360) 708-1865 TimG@TimKGarrison.com l a ❑ ❑ �l I0L z3 z 1 4 I t �� o ❑ ❑ CZ Structural Design Loads - IBC 2018 & ASCE 7-16 Seismic Calculations - Per ASCE 7-16 Projectl New home Job No t21o6s Date 10/14/2021 Location[3949 Rock Ridge Parkway, Anacortes, WA USGS 0.2 Second Response SS = 1.150 I % of gravity USGS 1.0 Second Response S, = 0.409 % of gravity No. of stories above ground lev. Three Stories V Site Class ( Stiff Soil Profile, D (Typ.) Risk Factor I Comm'I, Industrial, Residential - Med Hazard, II Structural System I Bearing wall - wood or light steel shear wall Is structure regular and 5 stories or less? Yes - Use Ss=1.5 max for Cs cal Redundancy factor, p= 1 Period, long -period (Map, ASCE7-10, p. 224, fig 22-12), TL = 16 Height of top of building, hn = 36 ft EQUIVALENT FORCE METHOD, ASCE 7-16 Required Seismic Design Category D Height Limit (feet) 65 Max. Allowable Story Drift 0.015 hsx or L 167 O - Str factor, CIO 3.00 Seismic Base Shear, V 0.123 * W Horizontal Seismic Load Effect, Eh 0.123 * W Vertical Seismic Load Effect, Ev 0.159 * W Seismic Load Effect E = Eh + - Ev 0.282D &-0.036D LRFD Comb 5 1.359D + Eh + .5L + .2S LRFD Comb 7 0.741 D + Eh ASD Comb 5 1.112D + .7Eh ASD Comb 6b 1.08D + .525Eh + .75L + .75S ASD Comb 8 0.488D + .7Eh Wind Loads Per ASCE 7-16 - Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights Building Wind Exposure Enclosure Classification 3-Sec Gust, Basic Method Eauiv Lateral Force Method c Seis importance, IE = 1.00 V .2 sec response, Ss = 1.150 Ss use for Cs = 1.150 1 sec response, St = 0.409 Site coef, Fa = 1.040 Site coef, F = 1.591 Response mod coef, R = 6.50 O - Str factor, 00= 3.00 Defl Amplf, Cd= 4.00 Ht Limit 65.0 ft Spectral accel parameter, SMs = 1.196 Spectral accel parameter, SM, = 0.651 Design spectral parameter, Sos = 0.797 Design spectral parameter, So, = 0.434 Building period coef, C-r, = 0.020 Approx fundamental period, T. = 0.294 Upper limit period coef, Cu = 1.400 Building period, use, T = 0.412 Csmax = 0.227 Csmin = 0.010 Seis response coef, CS = 0.123 Min diaphragm force, Fpx min = 0.159D Max diaphragm force, Fpx max = 0.319D Projecti New home Job No t21069 Date 10/14/2021 Exp B - Mean roof ht. >30', wooded or urban for >2,600 ft. V, Enclosed Building (Typical) li 110 mph W ASCE7-16 maps ASD, Basic Combos. Stress increases allowed for wood only. 1W Load Comb Factor 0.6 Roof Pitch 1, max. 1.50 /12 Slope 1 0 = 7.1 deg Roof Pitch 2, max. 1.50 /12 Slope 2 0 = 7.1 deg G3 Hill Shape I Topographic Factor Not Applicable Building Width Perp. To Ridge B = 40 ft Building Length Parallel To Ridge L = 68 ft Mean Height Of Roof (ft) hi = 32.0 ft Eave Height (ft) heave = 30.0 ft Directionality Constant Kd = 0.85 26.8 ASCE 7 Height of Hill or Escarpment (ft) H = Narrowest Half -Width of Hill at Half -Height (ft) Lh = Horiz. Distance From Crest To Bldg. Site (ft) x = Windward Wall Pressures Elev Intermed. Value o, Windward Wall 0-15 feet 0.575 9.08 psf 6.17 psf 15-20 feet 0.624 9.86 psf 6.70 psf 20-25 feet 0.665 10.51 psf 7.14 psf 25-30 feet 0.701 11.07 psf 7.53 psf 30-40 feet 0.761 12.02 psf 8.17 psf 40-50 feet 0.811 12.81 psf 8.71 psf 50-60 feet 0.854 13.49 psf 9.17 psf 60-70 feet 0.892 14.10 psf 9.59 psf 70-80 feet 0.927 14.65 psf 9.96 psf Transverse (Perp. To Ridge) Leeward Wall Side Walls -4.79 psf 6.71 psf (Outward) (Outward) 8.17 psf Slope 1 - 1.50 / 12 1 -10.26 psf -7.81 psf P -3.71 psf 7.53 psf 7.14 psf N +/- 3.38 psf W +/- 3.38 r sf L/B 1.70 h1L 0.47 Gust Effect Factor G = 0.85 3-Second Gust Power Law Exponent (X = 7.0 Normal Ht. Of Atmosp. Bndry Layer zg = 1,200 ft Velocity Press. Exposure Coefficient Kh = 0.714 IBC Load Factor for ASD Wind - 1605.3.2 0) = 0.60 Topographic Factor Kzt = 1.000 Velocity Pressure @ mean roof ht. qh = 18.79 psf Internal Pressure Internal Pressure +/- 3.38 psf Longitudinal (Parallel To Ridge) Leeward Wall Side Walls -3.45 psf 6.71 psf (Outward) (Outward) 6.7'rsf '� +/_ 3.38 psf /- 3.38 psf 6.17 psf o' 40.00 ft Roof 1 slope: 1.5:12 0.12 rads 7.13 deg Press, slope 1, roof, horiz proj: 2.2 psf Roof Pressures - Based On Posn. Down Ridge 0 to h/2 h/2 to h hto2h > 2h -4.79 psf Pressure -8.62 psf -8.62 psf -8.62 psf -8.62 psf Horiz prof 13.0 psf 12.3 psf 11.9 psf 11.5 psf 11.0 psf Roof 2 slope: 1.5:12 0.12 rads 7.13 deg Press, slope 2, roof, horiz proj: 2.2 psf ConstructionCalc, Inc G4 Lateral Load Calculator Job No.: t21069 Job Name: Weisburg By: stkg Architect / Designer: Strandberg Date: 10/14/2021 Building: house + gar R basic 6.5 rho basic 1.0 SEISMIC LOAD CALCULATOR Seismic Factor: 0.123 (Basic. Ma Roof Snow 25 sf Fir Storage LLO Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: o [`r' Dim 11 62.00 1 1 10.00 Dim 2 42.00 12.00 Trib Area 2624.3 0.0 120.9 0.0 0.0 0.0 0.0 0.0 Dead weight, psf. 15.0 15.0 r 15.0 Y 15.0 -_Y_ 15.0 -Y 15.0 Y 15.0 - Y- 15.0 i y ---------- - ------------ -- i - - - t- - - - h- --- Seismicfactor.i 0.123 ; 0.123 ; 0,123 I 0.123 ; 0.123 0.123 0.123 ; 0.123 , Calc'd seis load 4841.8 0.0 223.1 0.0 0.0 0.0 0.0 0.0 Dim 1 186.00 256.00 1 70.00 Dim 2 7.00 12.00 1 10.00 75 Mul factor 1.00 1.00 1.00 1 1.00 1.00 1.00 1.00 1.00 Trib Area 1302.0 0.0 3072.0 0.0 700.0 0.0 0.0 0.0 % W 1_____________�_____________Y___ Deadweight, psf.; 10.0 ; 10.0 1 0.0 __Y___ 1 0.0--Y____________Y_____________r_____________r___ ; 10.0 ; 10.0 ; 10.0 1 10.0 ; I-------------i------------y-------------------------y------- Seismic factor.; 0.123 ; 0.123 ; 0.123 i ----t 0.123 0.123 ------------ -F-------------h-------------; ; 0.123 0.123 ; 0.123 ; Calc'd seis load 1601.5 0.0 3778.6 0.0 861.0 0.0 0.0 0.0 Dim 1 1716.00 16.00 Dim 2 1.00 1 38.00 Muactorl. 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 1 1.00 o Trib Area 0.0 0.0 1716.0 0.0 608.0 0.0 0.0 0.0 LL___________________________Y____________Y____________Y____________Y_____________�___ Dead weight, psf. i 28.0 ; 28.0 ; 28.0 ; 28.0 ; 28.0 ; 28.0 28.0 ___�___ 28.0 ---- ; -'---------------- y - ---- ------------ t - - - F Seismic factor. i 0.123 i 0.123 ; 0.123 0.123 i 0.123 0.123 ; - 1 i y Calc'd seis load 0-0 0.0 5909.9 0.0 - 2094.0 - - - 0.0 - - - - - 0.0 ------------' 0.0 Dim 1 558.00 8.00 Dim 2 1.00 1 17.00 Y Mul factor 1.30 1 1.30 1 1.30 1 11,30A 1.30 1.30 1.30 1.30 o Trib Area 0.0 0.0 725.4 0.0 176.8 0.0 0.0 0.0 1-------------r ------------ ; 32.0 ; 32.0 ; U. ; 32.0 ; 32.0 ; -'------ Seismic factor.! 0.123 i ---- ---- --------- - ----- t - ------------ -F------------ 0.123 : 6.123 i 0.123 ; 0.123 0.123 0.123 - Calc'd seis load - - 0.0 - - - ----1------------- 0.0 2855.2 - 0.0 695.9 0.0 0.0 - 0.0 Other GLs 6443.2 6443.2 19210.0 6723.5 Unfactored Seis Applied V1 6443.2 1 6443.2 1 19210.0 j 19210.0 10374.3 0.0 0.0 1 0.0 0 0 o' Lo n X W WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up n-s up a-w mid n-s mid e-w 4 0 0 0 16.00 4.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Dim 1 Dim 2 Mul factor Trib Area 64.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Wind psf load! 8.0 i 8.0 8.0 8.0 i 8.0 8.0 8.0 8.0 '------------ • - - - - - - ------- Calc'd wind load 512.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 54.00 40.00 54.00 Dim 2 9.00 7.50 6.00 Mul factor 1.00 1.00 I. 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 486.0 300.0 324.0 0.0 0.0 0.0 0.0 0.0 Wind psf loadi 16.0 16.0 ; 16.0 ; 16.0 ; 16.0 ; 16.0 ; 16 0 1 16.0 '- y------1- -, -- ---- - -- y ---- -' Calc'd wind load 7776.0 4800.0 5184.0 0.0 0.0 0.0 0.0 0.0 Dim 1 68.00 40.00 16.00 Dim 2 5.00 13.00 11.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 z Trib Area 0.0 0.0 340.0 520.0 176.0 0.0 0.0 0.0 W r_____________----- ________r____________Y Wind psf loadi 16. 16.0 ; 16.6 ; ---- _____--- Y_____________r_____________r_____________r_________ 16.0 ; 16.0 ; 16.0 ; 16.0 ---- I I 16.0 1 Calc'd wind load 0.0 0.0 5440.0 8320.0 2816.0 0.0 0.0 0.0 Other GLs 8288.0 4800.0 6619.2 Unfactored Wind Applied V 8288.0 4800.0 18912.0 13120.0 9435.2 0.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up n-s up a-w mid n-s mid a-w 4 0 0 0 Controlling V 8,288 lb 6,443 lb 19,210 lb 19,210 lb 10,374 lb 0 lb 0 lb 0 lb Controlling Force Type wind seismic seismic seismic seismic ConstructionCalc, Inc Description: up n-s Distribution of Lateral Loads Total V, unfactored 8,288 Ib Building: house + gar Wind or Seis control? (w or e) I wind Grid 35 use MRM, good for 3000 lb, calc at bottom. Total V, factored 4,973 Ib Adi Giridsl 31 1 32,33 34,35 Percentage V 15% 40% 1 45% V / grid 746 Ib 1,989 Ib 2,238 Ib 0 Ib 0 Ib 0 Ib 0 Ib Grid Pni 1 Pni 2 Pnl 3 Pnl 4 Pnl 5 PH 6 Pni 7 Pni 8 31 7.5 If 32, 33 7.0 If 1 5.5 If 2.8 If 34,35 (Use MRM + 2 PW this grid, good for 3000 plus, > 2238, okay) L� Seismic Adjustments per Grid R adjust Grid I Rho ad' Grid 0 Ib 0 Ib PH 9 PH 10 0% Leftover 4,973 Ib Sum check OK Min. Sum Eh PW use 7.5 If 99 plf 1PW 15.3 If 130 plf 1PW 0.O if #DIV/0! #DIV/0! Description: up a-w Seismic Adjustments per Grid Total V, unfactored 6,443 Ib Use MRM at grid 3A, good for 3964, talc at bottom R adjust Grid Rho ad' Grid Wind or Seis control? (w or e) seismic Total V, factored 4,510 Ib Ad'st'd multiplier, Gridsi 3a I 3b, 3c Percentage V 40% 1 60% 1 1 1 1 1 0% Leftover V / grid 1,804 Ib 2,706 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 4,510 Ib Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pni 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 3a (Use MRM + 3 PW this grid, good for 3964 > 2706, okay) 0.0 If #DIV/0! #DIV/01 3b, 3c 7.0 If 4.0 If 1 13.0 If 24.0 If 113 plf 1PW Description: mid n-s Seismic Adjustments per Grid Total V, unfactored 19.210 Ib Use MRM at grid 24, good for 2160, talc at bottom R adjust Grid Rho ad' Grid Wind or Seis control? (w or e) seismic Total V, factored 13,447 Ib Ad'st'd multiplier - Grids 21-23 1 24 Percentage V 70% 1 30% 1 0% Leftover V / grid 9,413 Ib 1,874 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 11,287 Ib SumcheckNG Min. Grid Pni 1 Pnl 2 Pnl 3 Pni 4 Pnl 5 Pnl 6 Pni 7 Pnl 8 Pnl 9 PH 10 Sum Eh PW use 21-23 4.0 If 12.0 If 4.0 If 6.0 If 16.0 If 3.0 If 2.0 If 47.0 If 200 plf 213W 24 2.5 If 3.0 If 2.5 If 8.0 If 234 plf 2PW Description: mid a-w Seismic Adjustments per Grid Total V, unfactored F19.210 -lb-1 R adjust Grid I Rho ad' Grid Wind or Seis control? (w or e) seismic Total V, factored 13,447 Ib Ad'st'd multiplier - GridsJ 2a, 2b 2c-2a Percentage V6 50% 50% _ 1 0% Leftover V / grid 6,723 Ib 6,723 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 13,447 Ib Sum check OK Min. Grid PH 1 Pnl 2 Pni 3 Pnl 4 Pnl 5 Pni 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 2a, 2b 21.0 If J 5.0 If 7.0 If 3.0 If 10.0 If 5.0 If 51.0 If 132 plf 2PW 2c-2e 3.6 If 13.0 IFF 3.5 If 13.0 If 33.1 If 203 plf 2PW Description: 4.00 Seismic Adjustments per Grid Total V, unfactored 10,374-1 b Use MRM at grid 4, good for 722, talc at bottom R adjust Grid I Rho ad' Grid Wind or Seis control? (w or e) seismic Total V, factored 7,262 Ib Adjst'd multiplier Grids 4 Percentage VL 100% 1 1 1 1 1 1 0% Leftover V / grid 6,540 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 6,540 Ib SumcheckNG Min. Grid Pnl 1 Pni 2 Pnl 3 Pnl 4 PH 5 Pnl 6 Pni 7 Pni 8 Pni 9 PH 10 Sum Eh PW use 4 2.0 If 3.0 If 1 10.5 if I I I I I 1 1 15.5 If 422 plf 3PW ConstructionCalc, ins <:�rl Grid K No of sim mullion; % avail for lateral k Fixity (top, bot, both' Plate to plate ht., f Opening ht., f Wall ht below sill, f Wall ht above hdr, fl Mullion Mat'. No PlieE Ply width,ir Mullion Depth, in Opening, Lt, fi Solid wall, Lt., fi Opening, Rt, fi Solid wall, Rt, ft Edge Nail Spcg, in Ply on 1 side or 2? Nail + sheathing Len, V nailing, Lt No shear nails, Lt v/nail V allow, nails, Lt Len, V nailing, Rt No shear nails, Rt V allow, nails, Rt V allow, nails, T or B M allow nails Bot M allow nails Top M allow nails Tot Mullion "ht" S mullion Fb, incl 1.6 dur fac M allow, mull Controlling M allow use V appl tot bot fix V appl tot top fix V max applied allow In- Plane Moment Resisting Mullion Lateral Load Cak r Units Mull Mull Mull Mull Mulls Mull Midl7 3a-1 3a-2 3a-3 35 24 4 2 3 2 5 3 3 % 70% 70% 70% 90% 1 90% 70% 1or2 2 2 2 2 2 2 L 15.0 15.0 10.0 10.0 10.0 10.0 OH 10.0 2.0 6.0 6.0 6.0 6.0 hl 1.0 9.5 2.0 2.0 2.0 2.0 h2 3.0 3.0 2.0 2.0 2.0 2.0 LVL LVL LVL LVL LVL Sawn 2x 2 2 2 2 2 2 1.75 1 1.75 1.75 1.75 1.75 1.50 5.50 5.50 5.50 5.50 5.50 5.50 OWa 3.5 3.00 SWa 32.0 19.00 1.00 1.50 1.40 3.00 OWb 3.5 3.50 0.00 SWb 2.0 2.00 20.00 3.00 1.40 2.00 3 3.00 3.00 4.00 3.00 1 3.00 1 or 2 1 1.00 1.00 1.00 1.00 1.00 8d in 7/16 8d in 7/16 8d in 7/16 8d in 7/16 8d in 7/16 8d in 7116 ii lb If ft If lb ft lb ft lb ft lb in in13 psi ft lb ft lb lb lb lb V allow / Grid lb, ASD Jb 19 1 2 1 6 0 142 76 4 5 6 24 #DIV/0! 120 120 120 120 120 120 #N/A 17040 9120 480 600 720 2880 #N/A 6 6 20 3 1 2 0 22 22 80 9 6 8 #DIV/0! 2640 2640 9600 1080 720 960 #N/A 2640 2640 480 600 720 960 #N/A 2640 25080 960 1200 1440 1920 #N/A 7920 7920 960 1200 1440 1920 #N/A 10560 33000 1920 2400 2880 3840 #N/A 3.50 3.50 3.50 3.50 3.50 3.00 0.00 11.23 11.23 11.23 11.23 11.23 8.25 0.00 4150 4150 4150 4150 4150 2000 #N/A 3883 3883 3883 3883 3883 1375 #N/A mullion mullion shear nails shear nails shear nails mullion #N/A 3883 3883 1920 2400 2880 1375 #N/A 277 706 240 300 360 172 #N/A 324 324 240 300 360 172 #N/A 841 2162 960 3000 2160 722 #N/A 3964 Grid 3A G7 Tim Garrison, P.E. S 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 t21069 Spans and Supports (Note, pitch and fixity, it any, not shown) Member I.D. 20h Other Info. 10114/2021 ff 01 _i s _ _ _ 373.1r� Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member th Lenth of Spans: 3.50 ft 3.50 ft Allowable Deflection, Main Spans Live Only, U Code Minimum - Normal: 1_/360 & 11240 I .................360..............., = 0.12 in Total, U.................2................: 0.18 in r.................N/A ..............., - 0.00 in Total, U?.................NIA -- - = 0.00 in i..........................................::...........................................;............................................:...................................__._ Pitch if Member Being Designed is Sloped: 0.0 :12 MemTrue Len: 3.50 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? Increase Roof DL for pYes Itchy i Roof Pitch 1 6.0 12 1 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 16.00 ft 268.3 Iblft 400.0 Wit Uniform Ld. 2 40 psf 15 psf - Uniform Ld. 3 40 psf 15 psf Uniform Ld. 4 55 psf - Uniform Ld. 5 10 psf 4.00 ft 40.0 lb/ft Tot Unif Load 400.0 lb/ft 308.3 lb/ft Loads Point loads are 1110 scale 1000 500 0 500 1 4x And Smaller (Lumberl Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8, 2.8 plf 2 x 8 . Load Duration Snow: 1.15 V % Overdesign 2 x 8 (4) 2 x 4 Moisture Medium Dry - 18% V Douglas Fir -Larch V Repetitive Use? No Pos Bending 24.8% (2) 2 x 5 3 x 6 Press Treated? No, Not P.T. I V1 No. 2 V Flat Use? No Neg Bending NA (3) 2 x 4 4 x 5 Temp Cond. 100 deg F & less : Fb Pos 1,241 psi Fv 207 psi Shear 20.6% Fb Neg 1,241 psi Fcp 625 psi Span(s) Defl'n 455.5% Allow Pos Mom 1,359 ft-lb 1 47.63 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -1,359 ft-lb E 1,600 ksi Calc'd member OK by: 20.6% Allow Shear 1,501 lb El 76,216 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Su000rt 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 Duragon:1.15Snow - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Su000rt 2 Support 3 Su000rt 4 Max Total 1,244 lb 1,244 lb 0 ft-lb O ft-lb O ft-lb 0 ft-lb Min Total 544 Ib 544 Ib 0 ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span'! Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in - - Allowed 0.175 in 0.175 in 0.175 in Max Dn Dell -0.032 in - - Allowed 0.175 in 0.175 in 0.175 in ProBeam v7 WC 5-23-19 Tim Garrison, P.E. ILCAIS�i RUCTION ALC I-leam [ 2�T 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 t21069 Spans and Supports (Note, pitch and faity, if any, not shown) Memberl.D. 21h I - Other info. 10/14/2021 Type? Simple span, fully braced V Left Cantilever Span 1 Span 2 Span 3 Rioht Cantilever Tot Member Length Lerlth of Spans: 6.00 It 1 6.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360 & U240 .................360_...............' - 0.20 in Total, U.................240................ 0.30 in................-N/A................i = 0.00 in Total, L/..................NIA--- = 0.00 in i............................................:........................................._ t..........................................s:......................................._ Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 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 Live Dead Uniform Ld. 1 - Roof Uniform Ld. 2 Uniform Ld. 3 Uniform Ld. 4 Uniform Ld. 5 20 psf 15 psf 40 psf 15 psf 40 psf 15 psf 55 psf 10 psf Increase Roof DL for pitch? yes Roof Pitch r--------------------i 6.0 :12 ------------ Snow Trib. Width Live Dead -------- Snow 25 psf 3.00 ft 50.3 Ib/ft 75.0 lb/ft 50.0 lb/ft 5.00 ft Tot Unif Load 100.3 lb/ft 75.0 lb/ft Loads Point loads are 1110 scale 200 100 0 1 2 3 4 5 6 100 1 - m_aller ILumberl Calc'd Member Using Self Weight of Sawn 2 x 12, 4.3 pif 12 x 12 —n i (4) 2 X 4 Moisture Medium Dry - 18% V l Douglas Fir -Larch 5 3 x 5 Press Treated? No, Not P.T. No. 2 J 4 4 x 4 Temp Cond. 11)p deg F & less W Fb Pas 1,034 psi Fb Neg 1,034 psi Load Duration snow: 1.1s Repetitive Use? No Flat Use? No Fv 207 psi Fcp 625 psi Allow Pas Mom 2,726 ft-lb 1 177.98 inA4 Allow Neg Mom -2,726 ft-lb E 1,600 ksi Allow Shear 2,329 lb El 284,766 ksi Req'd Bearing Support 1 Support 2 Sunnort 3 Su000rt 4 Self Wt 4.31 plf For 2 x 12 1.50 in 1.50 in Results For 2 x 12 % Overdesign Pas Bending 237.3% Neg Bending NA Shear 332.1% Span(s) Defl'n 1531.0% Cantilever(s) Defl'n NA Calc'd member OK by: 237.3% Controlling criteria is: Pas Bending Cond's Of Use: Load Duration: 1.1 5-Snow Reactions Support 1 Su000rt 2 Su000rt 3 Su000rt 4 Moments SUDDprt 1 Su000rt 2 Su000rt 3 Support 4 Max Total 539 lb 539 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 314 lb 314 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 0.300 in 0.300 in 0.300 in Max On Defl -0.018 in - - Allowed 0.300 in 0.300 in 0.300 in ProBeam v7 WC 5-23-19 Gl Tim Garrison, P.E. ..C9f WRUCTIONCALE 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 t21069 Spans and Supports (Note, pitch and fucity, if any, not shown) Member I.D. 22h Other Info. 10/14/2021 4 Type? Simple span, fulty braced Left Cantilever Span 1 Span 2 Span 3 Rioht Cantilever Tot Member Ler_oth Lenth of Spans: 12.00 ft 12.00 ft Allowable Deflection, Main Spans Live Only, U i Extra Stiff. Uroo & L/480 .. .............. 600 ; - 0.24 in Total, U 480 = 0.30 in N/A i :................ ......................................................................:...........................................: ................................... = 0.00 in Total, U N/A = 0.00 in :..........................................: Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.00 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 6.0 12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 16.00 ft 268.3 lb/ft 400.0 lb/ft Uniform Ld. 2 40 psf 15 psf - Uniform Ld. 3 40 psf 15 psf Uniform Ld. 4 55 psf - Uniform Ld. 5 10 psf 4.00 ft 40.0 Ib/ft Tot Unif Load 308.3 lb/ft 400.0 lb/ft Loads Point loads are 1110 scale 1000 500 0 5D0 Glu Lam Calc'd Member Results For 5.5 x 12 Solutions Using Self Weight of Glulam 5.5 x 12, 16.9 pif misc manufacturers J Load Duration % Overdesign 2.5 x 15 5.125 x 12 8.75 x 10.5 Moisture medium Dry - is% S.S z 12 Snow: 1.15 Pos Bending 132.6% 3.125 x 13.5 5.5 x 12 Press Treated? No, Not P.T. W 24F-V4, DF/DF . Neg Bending NA 3.5 x 13.5 6.75 x 10.5 Temp Cond. 100 deg F & less V Fb Pos 2,760 psi Fv 305 psi Shear 208.2% Fb Nag 2,127 psi Fcp 650 psi Span(s) Defl'n 26.4% Allow Pos Mom 30,356 ft4b 1 792.00 inA4 Cantilever(s) Defl'n NA Allow Nag Mom-23,400 ft-lb E 1,800 ksi Calc'd member OK by: 26.4% Allow Shear 13,409 lb El 1,425,600 ksi Controlling criteria is: Deft - Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 16.87 plf For 5.5 x 12 1.50 in 1.50 in - - Cond's Of Use: Load Duration: 1.16-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,351 lb 4,351 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,951 lb 1,951 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 0.300 in 0.300 in 0.300 in Max Dn Defl -0.237 in - - Allowed 0.300 in 0.300 in 0.300 in ProBeam v7 WC 5-23-19 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. Job 121069 Spam and Supports (Note, pitch and fixity, 0 any not shown) Member I.D. 23h E- Other Info. 10/15/2021 Type? Simple span, fully braced t Left Cantilever Span 1 Span 2 Span 3 RA [ antilever Tot Member Lenoth Lenth of Spans: 9.00 ft 9.00 ft Allowable Deflection, Main Spans Live Only, L/ Cade Minlmum - Normal: U360 & U240 i 360 - 0.30 in Total, LI; 240 = 0.45 in NIA = 0.00 in Total, Ll' N/A I = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 MemmTTrue Len: 9.00 It Add Self Weight? Y. _ Self weight will be added to applied a Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof OL for pitch? Live Dead Snow Trib. Width Live Uniform Ld. 1 - Roof Uniform Ld. 2 Uniform Ld. 4 Uniform Ld. 5 20 psf 15 psf 25 psf 40 psf 28 psf 60 psf 32 psf 7.00 ft 10 psf Tot Unif Load 420.0 Wit 420.0Ibfft ---------------------- Roof Pitch 1.5 :12 -------------- Dead Snow 224.0 Wit 224.0lbtft - Loads Point loads are 1110 acsle 800 600 400 200 0 -200 v 1 2 a 4 - 3x And Larger (Timber) Calc'd Member Results For 6 x 12 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf 6 x 12 Load Duration Live: 1.00 V % Overdeslgn 6 x 12 12 x 12 Moisture Medium Dry - 18% Douglas Rr - Larch I Repetitive Use? xo Pos Bending 28.1% 8 x 10 14 x 14 Press Treated? ! No, Not P.T. wwpp - No. z V Flat Use? No Neg Bending NA 10 x 10 16 x 16 Temp Cond. 100 deg F & kss Fb Pos 875 psi Fv 170 psi Shear 138.9% Fb Neg 675 psi Fcp 600 psi Span(s) DeRn 296.5% Allow Pos Mom 8,459 ft-lb 1 652.59 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -8,459 ft-lb E 1,300 ksi Calc'd member OK by: 28.1% Allow Shear 7,013lb El 848,364 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Su000rt3 Support 4 Self Wt 15.82 pif For 6 x 12 Cond'a Of Use: Load Duration:11.0-Live 1.50 In 1.50 in - - Glu Lam Calc'd Member Results For 5.5 x 12 Solutions Using Self Weight of Sawn 4 x 10, 8.3 pif Mist: manufacturers J Load Duration % Overdeslgn 2.5 x 9 5.125 x 7.5 8.75 x 9 Moisture Medium Dry -18% 5.5 x 12 V Live: 1.00 V Pos Bending 299.7% 3.125 x 9 5.6 x 7.5 Press Treated? No, Not P.T. V 24F•v4, DFlDF V Neg Bending NA 3.5 x 9 6.76 x 7.5 Temp Cond. 100deg F & less V Fb Pos 2,400 psi Fv 265 psi Shear 297.2% Fb Neg 1,850 psi Fcp 650 psi Span(s) Defl'n 566.2% Allow Pos Mom 26,397 ft-lb 1 792.00 inA4 Cantilever(s) Defl'n NA Allow Neg Mom-20,348 ft-lb E 1,800 ksi Calc'd member OK by: 297.2% Allow Shear 11,660lb El 1,425,600 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 16.87 pif For 5.5 x 12 1.50 in 1.50 In - - Cond's Of Use: Load Duration:l.0-Live Reactions Support 1 Su000rt 2 Support 3 Support 4 Moments Su000rt 1 Support 2 Support 3 Support 4 Max Total 2,935 lb 2,935lb - - O ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,045lb 1,045lb - - 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 0.450 in 0.450 in 0.450 in Max On Dell - -0.261 in - - - Allowed 0.450 in 0.450 in 0.450 in ProBeam v7 WC 5-23-19 Tim Garrison, P.E. CAWRUCTIONCALC ProBeam 11 trs.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 1:21069 Spans and Supports (Note, pitch and it)*, if any, not shown) Member I.D. 24h Other Info. 10/15/2021 v- _ Type? Simple span, fully braced VI Left Cantilever Span 1 Span 2 Span 3 Rght Cantilever Tot Member Length Lenth of Spans: 1 9.00 ft 9.00 It Allowable Deflection, Main Spans Live Only, U Code Minimum - Normal: L/360 & U240 ........................... I............... -,.......................................... 360 0.30 in Total, U':. 240 .........................................:;......................................... ............................................_ = 0.45 in N/A ;.........................................: = 0.00 in ..............................__ Total, L/':. N/A 0.00 in ;........................... -._... Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 9.00 ft Add Self Weight? Yes -Self weight will be added to applied DL IV Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes Roof Pitch 1.512 2 ' Live Dead Snow Trib. Width Live --- Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 6.00 ft 25 psfL14.00 - 241.9 lb/ft 400.0 lb/ft Uniform Ld. 2 40 psf 28 psf 0.OD ft 400.0 lb/ft 280.0 lb/ft Uniform Ld. 5 10 psf ft - 140.0 lb/ft Tot Unif Load 400.0 Ib/ft 661.9 lb/ft 400.0 Ib/ft 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 4 2,000 lb 961 Ito 2.50 It Loads 2000 Point bads are 1110 scale 1500 1000 500 0 soo dL 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 2.5 x 15 5.125 x 10.5 8.75 x 9 Moisture Medium Dry - 18% V 5.5 x 9 Snow: 1.15 V Pos Bending 5.6% 3.125 x 12 1 5.6 x 9 Press Treated? No, Not P.T. V 24F-V4, DF/DF V Neg Bending NA 3.5 x 12 6.75 x 9 Temp Cond.. 100 deg F & less v Fb Pas 2,760 psi Fv 305 psi Shear 33.9% Fb Neg 2,127 psi I:cp 650 psi Span(s) Defl'n 14.4% Allow Pos Mom 17,076 ft-lb 1 334.13 W4 Cantilever(s) Defl'n NA Allow Neg Mom-13,163 ft-lb E 1,800 ksi Calc'd member OK by: 5.6% Allow Shear 10,057 Ito El 601,425 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 12.66 plf For 5.5 x 9 2.10 in 1.80 in Cond's Of Use: Load Duration: 1.15-Snow Reactions Su000rt 1 Support 2 Support 3 Su000rt 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 7,513 Ito 6,419 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 3,729 lb 3,302 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span i Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in - - Allowed 0.450 in 0.450 in 0.450 in Max Dn Dell -0.393 in - - Allowed 0.450 in 0.450 in 0.450 in ProBeam v7 WC 5-23-19 C lL Tim Garrison, P.E. riaAffiRUCTIONCALE ' o Oam 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 t21069 Spans and Supports (Note, pitch and fairy, if any, not shown) Member I.D. 25h ! Other Info. 10/18/2021 Type? Simple span, fully braced V Left Cantilever Span 1 Span 2 San 3 Right Cantilever Tot Member Lerx th Lenth of Spans: 6.00 It 6.00 It Allowable Deflection, Main Spans Live Only, LI Code Minimum - Normal: U360 & L/240 r............................................:............................ - ............. : -360 ^ = 0.20 in Total, U€...... 240 = 0.30 in NIA 0.00 in Total, U NIA = 0.00 in :.......................................... Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 6.00 It Add Self W eight? Yes_ Self weight will be added to applied DL Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% r --------------------- From Continuous Member? Yes ` Increase Roof DL for pitch? Yes ` Roof Pitch I 1.512 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof Uniform Ld. 2 Uniform Ld. 3 Uniform Ld. 4 Uniform Ld. 5 20 psf 15 psf 40 psf 28 psf 40 psf 28 psf 60 psf 32 psf 10 psf 25 psf Tot Unif Load 506.0 Iblft 354.2 Ib/ft Loads Point loads are 1110 scale 1000 500 0 -500 And Smaller (Lumber-] Calc'd Member utions Using Self Weight of Sawn (2) 2 x 10, 7.1 pif (2) 2 x 10 V - (4) 2 X 8 Moisture Medium Dry - 18% W1 Douglas Fir -Larch V (2) 2 x 12 3 x 12 Press Treated? IN., Not P.T. IV I No. 2 (3) 2 x 10 4 x 10 Temp Cond. 100 deg F & less Fb Pos 990 psi Fb Neg 990 psi Results For t2) 2 x 10 Load Duration uve: 1.00 V % Overdesign Repetitive Use? No Pos Bending -10.6% Flat Use? No Neg Bending NA Fv 180 psi Shear 28.0% Fcp 625 psi Span(s) Defl'n 275.5% Allow Pos Mom 3,529 ft-lb 1 197.86 in14 Allow Neg Mom -3,529 ft-lb E 1,600 ksi Allow Shear 3,330 lb El 316,581 ksi Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7.09 pif For (2) 2 x 10 1.50 In 1.50 in Cantilever(s) Defl'n NA Calc'd member FAILS by: -10.6% Controlling criteria is: Pos Bending 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 2,602 lb 2,602 lb - O ft-lb O ft-lb 0 ft-lb O ft-lb Min Total 1,084 lb 1,084 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 0.300 in 0.300 in 0.300 in Max Dn Defl -0.080 in - - Allowed 0.300 in 0.300 in 0.300 in ProBeam v7 WC 5-23-19 Tim Garrison, P.E. C4JSIIRUCTIONCALC 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 F_ t2106.9 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 30b Other Info. 10/14/2021 .4 Type? Simple span, fully braced V 1 Left Cantilever San 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 13.00 ft 13.00 ft Allowable Deflection, Main Spans Live Only, LI Code Minimum - Normal: 1./360 & U240 .................360_...............i r = 0.43 in Total, u?.................240................ 0.65 in .................NIA................= ...........................................::............................................:.......................................... 0.00 in Total, u.................. :...........................................i ............ = 0.00 in N/A Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 13.00 ft Add Self W eight? Yes -Self weight will be added to applied DL JJJ Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' ' Increase Roof DL pitch? for Yes Roof Pitch 6.0 12 Live Dead Snow Trib. Width Live --------------------= Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 20.00 It 335.4 Ib/ft 500.0 lb/ft Uniform Ld. 2 40 psf 15 psf - Uniform Ld. 3 40 psf 15 psf- Uniform Ld. 4 55 psf Uniform Ld. 5 10 psf Tot Unif Load 335.4 lb/ft 500.0 lb/ft Loads Point loads are 1/10 scale 1000 500 0 500 Glu Lam Calc'd Member Results For 5.5 x 12 Solutions Using Self Weight of Glulam 5.5 x 12, 16.9 plf Misc manufacturers V 1 Load Duration % Overdesign 2.5 x 15 5.125 x 10.5 8.75 x 9 Moisture Medium Dry - 18% 5.5 x 12 Snow: 1.15 V Pos Bending 68.6% 3.125 x 13.5 5.5 x 10.5 Press Treated? No, Not P.T. V 24F-v4, DF/DF Neg Bending NA 3.5 x 12 6.75 x 10.5 Temp Cond. 100 deg F & less w,Fb Pos 2,760 psi Fv 305 psi Shear 142.0% Fb Neg 2,127 psi Fcp 650 psi Span(s) Defl'n 69.2% Allow Pos Mom 30,356 ft-Ib 1 792.00 in14 Cantilever(s) Defl'n NA Allow Neg Mom-23,400 ft-lb E 1,800 ksi Calc'd member OK by: 68.6% Allow Shear 13,409 lb El 1,425,600 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 16.87 pit For 5.5 x 12 1.55 in 1.55 in - - Cond's Of Use: Load Duration:1.15-Snow Reactions Support 1 Su000rt 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 5,540 lb 5,540 lb - 0 ft-lb 0 ft-lb 0 ft-lb 0 Ill Min Total 2,290 lb 2,290 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Soan 2 Span 3 Rt Cantivr Max Up Defl 0.000 in - - Allowed 0.650 in 0.650 in 0.650 in Max Dn Defl -0.384 in - - Allowed 0.650 in 0.650 in 0.650 in ProBeam v7 WC 5-23-19 G ►4 Tim Garrison, P.E. C<A IRUCTIONCALC V6.0 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 t21069 _ Spans and Supports (Note, pitch and fodty, if any, not shown) Member I.D. 31 b, 32b Other Info. 10/14/2021 Type? Simple span, fully braced V Left Cantilever Span 1 Span 2 Span 3 Riaht Cantilever Tot Member Length Lenth of Spans: 16.OD R 16.00 ft Allowable Deflection, Main Spans Live Only, U Code Minimum - Normal: L/360 & U240 �. 1 ................., .................................................. _ :............................. 3600.53 in Total, L/2400.80 inN/A = 0.00 in Total, U......... WA - = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 16.00 It Add Self W eight? Yes - Self weight will be added to applied DL F Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof DL for pitch? ' Yes � ___- Roof Pitch i - - 6.0 12 I Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 10.00 ft 167.71b/ft 250.0 lb/ft Uniform Ld. 2 40 psf 15 psf - Uniform Ld. 3 40 psf 15 psf Uniform Ld. 4 55 psf Uniform Ld. 5 10 psf 1 Tot Unif Load 167.7 lb/fit 250.0 lb/ft Loads 600 Point loads are 1/10 scale 400 200 0 -200 2 4 6 a 1D 12 14 7 1 Glu Lam Calc'd Member Results For 5.5 x 12 Solutions Using Self Welght of Glulam 5.5 x 12, 16.9 pif Misc manufacturers V Load Duration % Overdesign 2.5 x 13.5 5.125 x 10.5 8.75 x 9 Moisture Medium Dry - 18% 5.5 x 12 V Snow: 1.15 V Pos Bending 118.3 % 3.125 x 12 5.5 x 10.5 Press Treated? No, Not P.T. V 24F-V4, DF/DF Neg Bending NA 3.5 x 12 6.75 x 10.5 Temp Cond. 100 deg F & less v Fb Pos 2,760 psi Fv 305 psi Shear 285.7% Fb Neg 2,127 Dsi Fcp 650 psi Span(s) Defl'n 78.0% Allow Pos Mom 30,356 ft-lb 1 792.00 in"4 Cantilever(s) Defl'n NA Allow Neg Mom-23,400 ft-lb E 1,800 ksi Calc'd member OK by: 78.0% Allow Shear 13,409Ib El 1,425,600 ksi Controlling criteria is: Deft - Span Req'd Bearing Support 1 Support 2 Support 3 SUpL Self Wt 16.87 plf For 5.5 x 12 1.50 in - 1.50 in - Cond's Of Use: Load Duratlon:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Max Total 3,477 lb 3,477 lb 0 ft-lb 0 ft-lb Min Total 1,477 lb 1,477 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 0.800 in 0.800 in 0.800 in Max Dn Dell -0.450 in - - Allowed 0.800 in 0.800 in 0.800 in ProBeam v7 WC 5-23-19 Su000rt 3 Support 4 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb 415 Tim Garrison, P.E. Cm SIIRUCTIONCALC ProBeam v6.0 ji ImWrtarrt: Notches and conneClons not costdered Dynarnw loading not considered. Compitanl with 2018 - 2003 IBC. All designs should be checked by a competent professional Job t21069 Spans and Supports (Note, pitch and fix ity, if any, not shown) Member I.D. 36b Other Info. 10/15/2021 + Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 1 12.00 ft 12.00 ft Allowable Deflection, Main Spans Live Only, U Extra SOM U600 a U480 .......................................... _.................................................................................... ...------ 600 - 0.24 in Total, UI 480 = 0.30 in N/A = 0.00 in Total, U' NIA = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.00 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? Ne Increase Roof DL for pftch? Yes Roof Pitchi 11.512 1 Live Dead Snow Trib. Width Live Dead -- Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf J 3.00 ft 45.4 Ib/ft 75.0 lb/ft Uniform Ld. 2 40 psf 28 psf 1.OD ft 40.0lb/ft 28.0 lb/ft Uniform Ld. 3 40 psf 15 psf - Uniform Ld. 4 60 psf 32 psf 7.00 ft 420.0 Ib/ft 224.0 lb/ft Uniform Ld. 5 10 psf 15.00 ft 150.0 lb/ft Tot Unif Load 460.0 Ib/ft 447.4lb/ft 75.0 lb/ft Loads Point bads are 1110 scale 1500 1000 500 0 -500 1 2 4 6 8 10 12 1: Engineered Lumber Calc'd Brand Trusloist Results For (211.75x142.0E Solutions Using Self Weight of Engrd (2) 1.75 x 14 2.0E LVL, 12.5 plf Calc'd Member (2) 1.75 x 14 2.0E LVL LVL 3.5 x 20 2.2E PSL Load Duration Live: 1.00 V % Overdesign 7 x 20 2.2E PSL Repetitive Uses FN. � Pos Bending 46 5% 3.5 x 16 1.55E LSL Fb Pos 2,546 psi Fv 285 psi Neg Bending NA 1.75 x 18 2.0E LVL Fb Neg 2,546 psi Fcp 750 psi Shear 68.7% (2) 1.75 x 14 2.0E LVL 3.5 x 16 Plus PSL, Lev1 Allow Pos Mom. 24,258 ft-lb E 2,000 kst Span(s) Defl'n 11.9% (3) 1.75 x 11.875 2.0E LVL 5.25 x 14 Plus PSL, Lev1 Allow Neg Mom.-24,258 ft-lb El 1,600,667 ksi Cant(s) Defl'n NA (4) 1.75 x 11.25 2.0E LVL 3.5 x 16 Plus PSL, Lev2 Allow Shear 9,310 lb Calc'd member OK by: 11.9% 3.5 x 142.0E PSL 5.25 x 14 Plus PSL, Lev2 1 800.33 inA4 Controlling criteria is: Defl - Span 5.25 x 11.875 2.0E PSL 3.5 x 16 Plus PSL, Levi Self Wt 12.53 plf Cond's Of Use: Load Duration:1.0-Live 7 x 11.25 2.0E PSL 5.25 x 14 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For (2) 1.75 x 14 2.0E LVL 2.10 in 2.10 in Reactions SUDDart 1 Suoport 2 Support 3 Support 4 Moments Supoort 1 Support 2 Support 3 Support 4 Max Total 5,519 lb 5,519 Ill 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 2,759 lb 2,759 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 0.300 in 0.300 in 0.300 in Max On Defl -0.268 in - Allowed 0.300 in 0.300 in 0.300 in ProBeam v7 WC 5-23-19 (-1 6 Tim Garrison, P.E. ASIRUCTIONCALC 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 t21069 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 37b Otherinfo. 10/15/2021 v 2 1 - - Type? Simple span, fully braced Left Cantilever Sown 1 Span 2 Span 3 Rimht Cantilever Tot Member Length Lenth of Spans: 1 14.00 ft 14.00 ft Allowable Deflection, Main Spans Live Only, U Code Minimum - Normal: L/360 & L/240 .360 ...............' _ 0.47 in Total, U_..............._240................ 0.70 in .........................................NIA.00 in Total, V' N/A _ 0............................ _ 0.00 in '.........................................:;.........................................:;.........................................;.........................................i Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 14.00 ft Add Self Weight? Yes - Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Live Dead Uniform Ld. 1 - Roof Uniform Ld. 2 Uniform Ld. 3 Uniform Ld. 4 Uniform Ld. 5 20 psf 15 psf 40 psf 28 psf 40 psf 15 psf 60 psf 32 psf 10 psf Increase Roof DL for pitch? Yes Roof Pitch ------------------- 1.5 :12 Snow Trib. Width Live Dead Snow 25 psf 4.00 ft - 60.5 Iblift 100.0 lb/ft 1.00 ft 40.0 lb/ft 28.0 lb/ft 1.00 It 60.0 Ib/ft 32.0 Iblft 14.00 ft 140.0 lb/ft Tot Unif Load 100.0 lb/ft 260.51blift 100.0 lb/ft Loads Point Wads are 1110 scale 600 400 200 0 200 2 4 6 8 10 12 14is _Engineered Lumber Calc'd Brand Trus joist V Results For 121 1.75 x 14 2.0E Solutions Using Self Weight of Engrd (2) 1.75 x 14 2.0E LVL, 12.5 pif Calc'd Member (2) 1.75 x 14 2.0E LVL V LVL 3.5 x 11.25 1.3E LSL 3.5 x 20 2.2E PSL Load Duration Uve: 1.00 V % Overdesign 1.75 x 141.55E LSL 7 x 20 2.2E PSL Repetitive Use? No Pos Bending 134.1% 3.5 x 11.25 1.55E LSL Fb Pos 2,546 psi Fv 285 psi Neg Bending NA 1.75 x 14 2.0E LVL Fb Neg 2,546 psi Fcp 750 psi Shear 214.4% (2) 1.75 x 11.25 2.0E LVL 3.5 x 11.875 Plus PSL, Lev1 Allow Pos Mom. 24,258 ft-lb E 2,000 ksi Span(s) Defl'n 206.5% (3) 1.75 x 9.25 2.0E LVL 5.25 x 9.25 Plus PSL, Levi Allow Neg Mom.-24,258 ft-lb El 1,600,667 ksi Cant(s) Defl'n NA (4) 1.75 x 9.25 2.0E LVL 3.5 x 11.875 Plus PSL, Lev2 Allow Shear 9,310 lb Calc'd member OK by: 134.1% 3.5 x 11.25 2.0E PSL 5.25 x 11.875 Plus PSL, Lev2 1 800.33 inA4 Controlling criteria is: Pos Bending 5.25 x 9.25 2.0E PSL 3.5 x 11.875 Plus PSL, Levi Self Wt 12.53 plf Cond's Of Use: Load Duration:l.0-Live 7 x 9.25 2.0E PSL 5.25 x 11.875 Plus PSL, Levi Support 1 Support 2 Support 3 Support 4 RegA Bearing For (2) 1.75 x 14 2.0E LVL 1.50 in 1.50 in Reactions S00DOrt 1 Support 2 Support 3 Support 4 Moments Support 1 Su000rt 2 Support 3 Support 4 Max Total 2,961 lb 2,961 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,911 lb 1,911 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Carltivr Span 1 Soan 2 Span 3 Rt Cantivr Max Up Defl 0.000 in Allowed 0.700 in 0.700 in 0.700 in Max Dn Deft -0.228 in - - Allowed 0.700 in 0.700 in 0.700 in ProBeam v7 WC 5-23-19 Ll7 Tiro Garrison, P.E. CCDIV RUCTIONCALC P o °am Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2018-2003 1BC. All designs should be checked by a compelenl professional. Job t21069 spas one eupporb (Nole, path ark okry, a any, np[ elwwn) Member I.D. 381, Other Info. 10/15/2021 r, Type? Amok sp n, fullyirracea Left Cantilever Soon 1 Span 2 Span 3 Right Cantilever Tot Member L-th Lenth of Spans: 27.00 ft 27.00 It Allowable Deflection, Main Spans Live Only, L/ Cie Mmlmum - Nwmal: L/W & t/Ne 17- �__........... .... _._._...... .__._......._._._... .... 300 = 0.90 in Total, U . 240 = c...__......... _._.........._... _._...._._._._._._._......... ..... __._..... .......... 1.35 in I N/A :_.__._._._._......._._._.: .----- .__.._._.----- ._ = 0.00 in Total, L/ NIA L.._._...._._._..__._...._._i = 0.00 in Pitch 0 Member Being Designed is Sloped: 0.0 :12 Mom Two Len: 27.00 ft Add Self Weight? Var-saved wibasddrktoapplied DL Loads: Uniform Loads Ovar Full Length of Member Loads From Continuous Member? ® Increase Roof DL for pitch? Roof Pitch Llve Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 1 25 psi 1 4.00 ft - 60.6loth 100.0I1,/111 Uniform Ld. 2 40 psf 28 psi 1.OD ft 40.0 lb/ft 28.0 lb/ft Uniform Ld. 4 60 psf 32 psf 1.OD ft 60.0 Ib/It 32.0 Wilt Uniform Ld. 5 - 10 psf 1a.00 ft - 140.0 lb/ft Tot UnR Load 100.0 lb/ft 260.5 lb1ft 100.0 lb/ft Partial Distributed Loads (Uniform or Trapezoidal) Measured from left end of member. Member Total Length = 27 ft. Start Start End End Llva Dead Snow Trib. Width Location Trib. Width Location Floor 1 1 60 psf 32 psf 8.00 ft 1100 ft 8.00 ft 15.80 ft Floor 2 40 psf 28 psf 13.00 ft ft 13.00 ft 27.00 ft Point Loads Measured from left end of member. Member Total Length = 27 ft. Llve Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 paf 15 psf 25.psf 10.00 ft 1 7.00 ft - 1,0501b 1,750 lb 14.00 ft Point Load 4 2,000 lb 961 lb 16.00 ft Point Load 5 4,000 lb 1,519 lb j 14.DO ft Load. P.m, loeee am 1110 scale 600 - 400 200 1 1 0 -200 e_ .5 Glu Lam Celc'd Member Result. For 6.75 x 21 Solutions Using Sell Weight of Steel WF W16 X 50,50 pif Mrsc mamdamxers Load Duration % Overdesign 5.125 x 34.5 1 8.75 x 27 Moisture Medrum Dr' - ts% . 6.75 x zt (tax: I.oD vI Pos Bending .89.7% 5.5 x 33 1 Press Treated? I No, Nat P.T. 24F-V4, DFIDF Nag Bending NA 0.76 x 30 Temp Cord. l00 dap F& kar 7.1 Fb Pos 2.157 psi Fv 265 psi Shear 14.6% Fb Nag 1,663 psi Fop 660 psi Spen(s)Deg'n .04.9% Allow Pas Mom 89,191 flab 1 5209.31 inA4 Centilever(s) Deg'n NA Allow Nag Mom .68,751 ft4b E 1,800 ksi Calc'd member FAILS by: -89.7% Allow Sheer 25,043 lb El R376,763 ksi Controlling criteria Is: Pas Bending Req d Bearing Suuoort 1 Support 2 Support 3 Support 4 Self Wt 36.24 pIf For 6.75 x 21 Cond's Of Use: Lead Durad-1.0-1-We 4.59 In 4.98 In _ Wide Flange Steel Celc'd Member Results For WIG X 50 Solutions Using Sell Weight of Steal WF W18 X 50, 50 pif FAm, so lw (dshul0 ' _ %Overdeslgn - W10X88 WlSX40 W3OX90 w1sx5o J Pas Bending 35.7% - W12 X 72 W21 X 44 W33 X 118 Nag Bending NA - W14 X 53 W24 X 55 W30 X 136 Allow Pos Mom. 229,541 ft-lb Sx 81.00 in-3 Sheer 467.0% W18 X 45 W27 X 84 W40 X 149 Allow Nag Mom.-229,641 ft-lb Ix 659.00 in44 Span(s) Defl'n 23.6% Allow Shear 123,880lb El 19,111,000 ksi Cant(.) Deft'n NA Salt Wt 50.00 plf Calc'd member OK by: 23.6% Size: 16.3 h x 7.07 w Tf= 0.63, Tw= 0.$8 Controlling criteria is: Deft - Span Web Stiffeners: Not Req'd Reactions Max Total Min Total Min Load Casa Deflections Su000rt 1 5u000rt 2 Su000d 3 Support 4 Moments Support 1 Support 2 Support 3 Suosort 4 20,118 lb 21.848 lb - - Oft -lb Oft -lb Oft -lb Oft -lb 9.497 lb 10,465 lb - O ft-lb O ft-lb D ft-lb O ft-lb Ll Cantivr Soon 1 Mex Up Defl - 0.000 in Allowed 1.350 in Max Dn Defl - -1.092 in Allowed 1.350 In Span 2 Soon 3 Rt Cantivr 1.350 in 1.350 in 1.360 in 1.350 in ProBeam v7 WC 5-23-19 G l$ Tim Garrison, P.E. C. 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 t21069 Spans and Supports (Note, pitch and racily, if any, not shown) Member I.D. 1 Other Info. 10/15/2021 - Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Lennth Lenth of Spans: 16.50 ft 16.50 ft Allowable Deflection, Main Spans Live Only, U &e Minimum - Nannal: L/360 & V240 F .................360................. - 0.55 in Total, UI.................240................: - 0.83 in ............................................N/A i - 0.00 in Total, U NIA- -- = 0.00 in i...........................................::...........................................:...........................................: t........................................... Pitch if Member Being Designed is Sloped: D.0 :12 Merin True Len: 16.50 ft Add Self Weight? yes -Self weight will be added to applied DL v l Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ' Increase Roof DL for pitch? Live Dead Snow Trib. Width Live Uniform Ld. 1 - Roof Uniform Ld. 2 Uniform Ld. 4 Uniform Ld. 5 20 psf 15 psf 25 psf 4.00 ft - 40.0 lb/ft - 40 psf 28 psf 1.00 ft 60 psf 32 psf 10 psf 15.00 it Tot Unif Load 40.0 lb/ft Roof Pitch 11.512 I =-------------------= Dead Snow 60.51b/ft 100.0lb/ft 28.0 lb/ft 150.0 lb/ft 238.5lb/ft 100.01b1k Loads Point loads are 1110 scale 400 200 0 -20D 2 4 6 8 10 12 14 16 11 - Engineered _ Lumber Calc'd Brand Trus 3oist V Results For 121 1.75 x 14 2.0E LVL Solutions Using Self Weight of Engrd (2) 1.75 x 14 2.0E LVL, 12.5 pif Calc'd Member (2) 1.75 x 142.0E LVL V 3.5 x 20 2.2E PSL Load Duration Live: 1.00 J % Overdesign 1.75 x 16 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No V Pos Bending 100.2% 3.5 x 11.8751.55E LSL Fb Pos 2,546 psi Fv 285 psi Neg Bending NA 1.75 x 14 2.0E LVL Fb Neg 2,546 psi Fcp 750 psi Shear 217.0% (2) 1.75 x 11.25 2.0E LVL 3.5 x 11.875 Plus PSL, Lev1 Allow Pos Mom. 24,258 ft-lb E 2,000 ksi Span(s) Defl'n 122.4% (3) 1.75 x 9.5 2.0E LVL 5.25 x 11.875 Plus PSL, Levl Allow Neg Mom.-24,258 ft-lb El 1,600,667 ksi Cant(s) Defl'n NA (4) 1.75 x 9.25 2.0E LVL 3.5 x 14 Plus PSL, Lev2 Allow Shear 9,310 lb Calc'd member OK by: 100.2% 3.5 x 11.25 2.0E PSL 5.25 x 11.875 Plus PSL, Lev2 1 800.33 in^4 Controlling criteria is: Pos Bending 5.25 x 9.5 2.0E PSL 3.5 x 14 Plus PSL, Levi Self Wt 12.53 pit Cond's Of Use: Load Duration.1.0-Clue 7 x 9.25 2.0E PSL 5.25 x 11.875 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For (2) 1.75 x 14 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 2,937 lb 2,937 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 2,071 lb 2,071 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 0.825 in 0.825 in 0.825 in Max Dn Dell -0.371 in - - Allowed 0.825 in 0.825 in 0.825 in ProBeam v7 WC 5-23-19 Tim Garrison, P.E. CAS i-RUCTION CAL Pro DBeam 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 t21069 -� Spans and Supports (Nola, pitch and fixity, 9 any, not shown) Member I.D. 43b - Other Info. 10/1512021--] v a Type? Simple span, fully braced �J Left Cantilever Span 1 Span Span 3 Rijht Cantilever Tot Member Lerwth Lenth of Spans: 13.00 ft 13.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: U360 & 1-1240 r_......___._......._._.__........, r__.___._._._.__._.-.__ 360 = 0.43 In Total, L/ 240 = ... _._._..........__.__...._....... 0.65 in NIA _ ..._.._ __......._...._ _ = 0.00 in Total, LI1. N/A = 0.00 in Pitch If Member Being Designed is Sloped: 0.0 :12 Mem True Len: 13.00It Add SelfWeight? Yes -Self weght will be added tu applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof OIL for itch? p' Yg + � Roof Pitch i Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf Uniform Ld. 2 40 psf Uniform Ld. 4 60 psf Uniform Ld. 5 - 15 psf 25 psf - - - - - 180.0 Iblft 96.0 Ib/ft _ _ 28 psf 32 psf 3.00 ft 10 psf Tot Unif Load 180.0 Ib/ft 96.0 Ib/ft - Loads 300 Point loads are 1110 scats 200 100 0 2 4 6 8 10 1: ...11 -100 6x And Laraer (Timber) Calc'd Member Results For 6 x 12 Solutions Using Self Weight of Sawn 6 x 12, 15.8 plf 6 x 12 +l Load Duration Live: 1.00 + 1 % Overdesign 6 x 12 12 x 12 Moisture Medium Dry - 18% + I Douglas Fir - temp JI Repetitive Use? No -1 Pos Bending 9.8% 8 x 12 14 x 14 Press Treated? Yes, P.T. +WWPA - No. 2 vv] Flat Use? No + Neg Bending NA 10 x 10 16 x 16 Temp Cond. 100 deg F & less _+ Fb Pos 700 psi Fv 136 psi Shear 195.8% Fb Neg 700 psi Fcp 600 psi Span(s) Defl'n 179.4% Allow Pos Mom 6,767 ft-lb 1 652.59 InA4 Cantilever(s) Defl'n NA Allow Neg Mom -6,767 ft-lb E 1,235 ksi Calc'd member OK by: 9.8% Allow Shear 5,610 lb El 805,946 ksi Controlling criteria is: Pos Bending Req'd Bearing Su000rt 1 For 6 x 12 1.50 in Su000rt 2 Supnort 3 Su000rt 4 1.50 in - - Self Wt 15.82 plf Cond's Of Use: Load Duration:1.0-Live Glu Lam Calc'd Member Results For 5.5 x 12 Solutions Using Self Weight of Sawn 6 x 12, 15.8 plf Misc manufacturers + Load Duration % Overdesign 2.5 x 10.5 5.125 x 7.5 8.75 x 9 Moisture Medium Dry - 18% + 1 5.5 x 12 __+; Live; 1.00 + Pos Bending 328.2% 3.125 x 9 5.5 x 7.5 Press Treated? Yes, P.T. + 24F-y4, DF/DF + Neg Bending NA 3.5 x 9 6.75 x 7.5 Temp Cond. 100 deg F & less + Fb Pos 2,400 psi Fv 265 psi Shear 514.7% Fb Neg 1,850 psi Fcp 650 psi Span(s) Defl'n 394.1% Allow Pos Mom 26,397 ft-lb 1 792.00 InA4 Cantilevers) Defl'n NA Allow Neg Mom-20,348 ft-lb E 1,800 ksi Calc'd member OK by: 328.2% Allow Shear 11,660 lb El 1,425,600 ksi Controlling criteria is: Pos Bending Req'd Bearing Su000rt 1 Su000rt 2 Support 3 Su000rt 4 Self Wt 16.87 plf For 5.5 x 12 1.50 in 1.50 in - - Cond'a Of Uas: Load Duratioml.0-Live Reactions Support 1 Support 2 Su000rt 3 Support 4 Moments support 1 Su000rt 2 Support 3 Support 4 Max Total 1,897 lb 1,897 lb - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 7271b 727 Ib - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Soan 1 Span 2 Span 3 Rt Canbvr Max Up Deft 0.000 in - Allowed 0.650 in 0.650 in 0.650 in Max Dn Defl - -0.233 in - - _ Allowed 0.650 in 0.650 in 0.650 in ProBeam v7 WC 5.23.19 C. Z d G ProBearin Tim Garrison, P.E. CMS RUCTION'- ALC D 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 t21069 Spans and Supports (Note, pitch and fixity, If any, not shown) Member I.D. 45b j Other Info. 10/18/2021 '4 Type? Simple span, fully braced Left Cantilever San 1 Span 2 Soan 3 Right Cantilever Tot Member Lariath Lenth of Spans: 12.50 ft 12.50 ft Allowable Deflection, Main Spans Live Only, Ll Code Minimum - Normal: U360 & 1.1240 ............................................. -,........................................................................................ -,..........................................., 360 - 0.42 in Total, L/ 63 in N/A 0, L/ 240 = 0..00 in TotalNIA = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.50 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 Uniform Ld. 2 Uniform Ld. 5 20 psf 15 psf 25 psf 40 psf 35 psf 3.00 ft 10 psf Tot Unif Load 120.0lb/ft 105.0lb/ft 120.0lb/ft 105.0lb/ft Loads Point loads are 1110 scale 300 200 100 0 -100 1 2 4 6 8 10 12_ I Solutions Usinn Self Weiuht of Enard 1.75 x 11.875 2.0E LVL. 5.3 olf 3.5 x 8.6251.3E LSL 3.5 x 20 2.2E PSL 1.75 x 11.25 1.55E LSL 7 x 20 2.2E PSL 3.5 x 9.25 1.55E LSL 1.75 x 9.25 2.0E LVL (2) 1.75 x 7.25 2.0E LVL 3.5 x 9.25 Plus PSL, Lev1 (3) 1.75 x 7.25 2.0E LVL 5.25 x 9.25 Plus PSL, Lev1 (4) 1.75 x 7.25 2.0E LVL 3.5 x 9.25 Plus PSL, Lev2 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev2 5.25 x 9.25 2.0E PSL 3.5 x 9.25 Plus PSL, Lev3 7 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Le Calc'd Brand TrusJoist V Results For 1.75 x 11.875 2.0E Calc'd Member 1.75 x 11.E75 2.0E LVL V LVL Load Duration Live: 1.00 V % Overdesign Repetitive Use? No V Pos Bending 98.0% Fb Pos 2,598 psi Fv 285 psi Neg Bending NA FbNeg 2,598 psi Fcp 750 psi Shear 174.3% Allow Pos Mom. 8,905 ft-lb E 2,000 ksi Span(s) Defl'n 141.3% Allow Neg Mom. -8,905 ft-lb El 488,413 ksi Cant(s) Defl'n NA Allow Shear 3,948 lb Calc'd member OK by: 98.0% 1 244.21 in^4 Controlling criteria is: Pos Bending Self Wt 5.31 plf Cond's Of Use: Load Duration:1.0-Live v3 Support 1 Req'd Bearing For 1.75 x 11.875 2.0E LVL 1.50 in Support 2 Support 3 Support 4 1.50 in - Reactions Support 1 Support 2 Su000rt 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,439 lb 1,439 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 689 lb 689 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 0.625 in 0.625 in 0.625 in Max Dn Defl -0.259 in - - Allowed 0.625 in 0.625 in 0.625 in ProBeam v7 WC 5-23-19 GZ( Tim Garrison, P.E. CC�4S��RUCTIONCALC Proseam azimm 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 t21069 . Spans and Supports (Note, pitch and laity, if any, not shown) Member I.D. 45b case 2 Otherinfo. 10/18/2021 - Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 5.00 it 5.00 ft Allowable Deflection, Main Spans Live Only, U Code Minimum - Normal: L/360 & U240 ..J 360................ = 0.17 in Total, U' ...........240................, - 0.25 in N/A............ _._._ = 0.00 in Total, U I -,--*"--*_._._N/A - 0.00 in ............................................:..........................................:............................................::...........................................: Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 5.00 ft Add Self Weight? yg - Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Unifoorm Loads 1-5 will be increased 15% Loads From Continuous Member? yes Increase Roof DL for pitch? yes --------------------- Roof Pitch 1 1.5 :12 =-------------------= Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf Uniform Ld. 2 40 psf 28 psf 11.00 ft 506.0 lb/ft 354.2 Ib/ft Uniform Ld. 5 10 psf I - Tot Unif Load 506.0 lb/ft 354.2 lb/ft Loads Point loads are 1110 scale 1000 500 0 -500 1 Engineered Lumber Calc'd Brand Trus Joist V Results For 1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd 1l.75 x 11.875 2.0E LVL, 5.3 plf Calc'd Member 11.7s x 11.a7s 2.0E LVL V LVL 3.5 x 7.25 1.3E LSL 3.5 x 20 2.2E PSL Load Duration Live: 1.D0 % Overdesign 1.75 x 9.25 1.55E LSL 7 x 20 2.2E PSL Repetitive Use? No � Pos Bending 229.3% 3.5 x 9.25 1.55E LSL Fib Pos 2,598 psi Fv 285 psi Neg Bending NA 1.75 x 7.25 2.0E LVL Fb Neg 2,598 psi Fcp 750 psi Shear 82.5% (2) 1.75 x 5.5 2.0E LVL 3.5 x 9.25 Plus PSL, Levi Allow Pos Mom. 8,905 ft-lb E 2,000 ksi Span(s) Defl'n 903.2% (3) 1.75 x 5.5 2.0E LVL 5.25 x 9.25 Plus PSL, Levi Allow Neg Mom. -8,905 ft-lb El 488,413 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 3,948 lb Calc'd member OK by: 82.5% 3.5 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev2 1 244.21 in14 Controlling criteria is: Shear 5.25 x 9.25 2.0E PSL 3.5 x 9.25 Plus PSL, Lev3 Self Wt 5.31 plf Cond's Of Use: Load Duration:l.0-Live 7 x 9.25 2.0E PSL 5.25 x 9.25 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1.75 x 11.875 2.0E LVL 1.65 in 1.65 in - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,164 lb 2,164 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 899 Ib 899 Ib 0 ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Soan 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.000 in - - Allowed 0.250 in 0.250 in 0.250 in Max Dn Defl -0.025 in - - Allowed 0.250 in 0.250 in 0.250 in ProBeam v7 WC 5-23-19 GZZ Tim Garrison, P.E. CC91VSIiRUCTIONCALC 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 t21069 Spans and Supporfa (Note, pitch and fixity, if any, not shown) Member I.D. 46b Otherinfo. 10/18/2021 Type? Simple span, fully braced J Left Cantilever Span 1 Span 2 Span 3 RiON Cantilever Tot Member Lenath Lenth of Spans: 12.00 ft 12.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: 1.1360 & U240 ....................................... -.....................................- r...................................... _................................. i.. .360 , - 0.40 in Total, LA 240..............i = 0.60 in s..............N/A..............) = 0.00 in Total, L/i N/A = 0.00 in Pitch If Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.00 ft Add Self W eight? Y. -Self weight will be &Ided to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? res Roof Pitch 1.5 :12 L------1.51--------' Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 2 40 psf 28 psf 1.00 ft 40.0 lb/ft 28.0 lb/ft Tot Unif Load 40.0 Ibt t 28.0 IbKt Partial Distributed Loads (Uniform or Trapezoidal) Measured from left end of member. Member Total Length =12 ft. Start Start End End - Dead Snow Trib. Width Location Trib. Width Location Floor 21 40 psf 28 psf 8.50 ft 6.00 ft 8.50 ft 12.00 ft Point Loads Measured from left end of member. Member Total Length =12 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 2 40 psf 28 psf 5.00 ft 4.00 ft 800 Ito 560 lb 6.00 ft Loads Point loads are 1/10 scale 400 200 0 -200 2 4 6 8 10 12 1 Engineered Lumber Calc'd Brand Tms ]atst J Results For (211.75 x 11.875 2.01 Solutions Using Self Weight of Engrd (2)1.75 x 11.875 2.0E LVL,10.6 plf Calc'd Member (2)1.75 x 11.875 2.0E LVL LVL 3.5 x 20 22E PSL Load Duration Live: 1.00 V-1 % Overdesign 1.75 x 141.55E LSL 7 x 20 2.2E PSL Repetitive Use? No Pos Bendin 66.2 3.5 x 11251.55E LSL - Fb Pos 2,600 psi Fb Neg 2,600 psi Allow Pos Mom. 17,820 ft-lb Allow Neg Mom.-17,820 ft4b Allow Shear 7,897 lb 1 488.41 in"4 Self Wt 10.63 pff For (2) 1.76 x 11.875 2.0E LVL g e Fv 285 psi Neg Bending NA Fcp 750 psi Shear 110.49/6 E 2,000 ksi Span(s) Defl'n 128.3% El 976,827 ksi Cant(s) DeVn NA Calc'd member OK by: 66.2 Controlling criteria is: Pos Bending Cond's Of Use: Load Duration:11.0-Live Support 1 Support 2 Support 3 Support 4 1.50 in 1.50 In - - 1.75x 142.0E LVL (2)1.75 x 925 2.0E LVL 3.5 x 11.875 Plus PSL, Levi (3)1.75 x 925 2.0E LVL 525 x 925 Plus PSL, Levi (4)1.75 x 725 2.0E LVL 3.5 x 11.875 Plus PSL, Lev2 3.5 x 925 2.0E PSL 5.25 x 925 Plus PSL, Lev2 525 x 925 2.0E PSL 3.5 x 11.875 Plus PSL, Levi 7 x 925 2.0E PSL 525 x 11.875 Plus PSL, Levi Req'd Bearing Reactions Support 1 Support2 Support 3 Support4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,019 lb 3,753 lb 0 ft-lb 0 i t-lb 0 ft-lb 0 ft-lb Min Total 869 lb 1,583 lb - O ft-lb O ft-lb 0 ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Canllvr Max Up Defl 0.000 in Allowed 0.600 in 0.600 in 0.600 in Max Dn Defl -0.263 in Allowed 0.600 in 0.600 in 0.600 in ProBeam v7 WC 5-23-19 G z3 Tim Garrison, P.E. CAS��RUCTIONCALC '-'Oa- v6.0 Important: Notches and connectors riot cosidered. Dynamic loading riot considered. Compliant with 2018 - 2003 IBC. All designs should be checked by a competent professional. Job t21069 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 47b Other Info. 10/18/2021 � Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 RBI M Cantilever Tot Member Length Lenth of Spares: 9.30 ft 9.30 ft Allowable Deflection, Main Spans Live Only, L/ I Code Minimum - Normal: L/360 & U240 J _............... ................ 3600.31 in Total, Ll............... 240................ 0.47 in .................N/A........... _ 0.00 in Total, U _............ NIA ... _ 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 9.30 ft Add Self Weight? Yes -Self weight will be added to applied DL V 1 Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for Itch? p Yes Roof Pitch 11.512 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 20.00 ft - 302.3 lb/ft 500.0 lb/ft Uniform Ld. 2 40 psf 28 psf 9.00 ft 360.0 lb/ft 252.0 lb/ft Uniform Ld. 3 40 psf 15 psf - - Un'Iform Ld. 4 60 psf 32 psf - Uniform Ld. 5 10 psf 18.00 ft - 180.0 lb/ft Tot Unif Load 360.0 lb/ft 734.3 Vitt 500.0 lb/ft Loads Point load. are 1/10 scale 2000 - 1500 1000 500 0 -500 4�- 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 plf Calc'd Member (2) 1.75 x 11.875 2.0E LVL 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 v Pos Bending 36.4% 3.5 x 11.25 1.55E LSL Fb Pos 2,989 psi Fv 328 psi Neg Bending NA 1.75 x 18 2.0E LVL Fb Neg 2.989 psi Fcp 750 psi Shear 40.5% (2) 1.75 x 11.25 2.0E LVL 3.5 x 11.875 Plus PSL, Levi Allow Pos Mom. 20,492 ft-lb E 2,000 ksi Spares) Defl'n 94.2% (3) 1.75 x 9.25 2.0E LVL 5.25 x 9.25 Pius PSL, Levi 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 3.5 x 14 Plus PSL, Lev2 Allow Shear 9,081 lb Calc'd member OK by: 36.4% 3.5 x 11.25 2.0E PSL 5.25 x 11.875 Pius PSL, Lev2 1 488.41 in^4 Controlling criteria is: Pos Bending 5.25 x 9.25 2.0E PSL 3.5 x 16 Pius PSL, Lev3 Self Wit 10.63 plf Cond's Of Use: Load Duration:1.15-Snow 7 x 9.25 2.0E PSL 5.25 x 11.875 Plus PSL, Levi Support 1 Support 2 Support 3 Support 4 Req'd Bearing For (2) 1.75 x 11.875 2.0E LVL 2.46 in 2.46 in Reactions Support 1 Support 2 Su000rt 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,463 lb 6,463 Ito 0 ft-lb O ft-Ito 0 ft-lb O ft-lb Min Total 3,464 Ito 3,464 Ito O ft-lb O ft-lb 0 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 0.465 in 0.465 in 0.465 in Max Dn Deft -0.239 in - - Allowed 0.465 in 0.465 in 0.465 in ProBeam v7 WC 5-23-19 G14 Tim Garrison, P.E. CA RUCTIONCALC Pro6eam tll 7 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 t21069 Spans and Supports (Note, pitch and fixity, If any, not shown) Member I.D. 48b Otherinfo. 10/18/2021�� _- Type? Simple span, fully braced - Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Lenoth Lenth of Spans: 16.50 ft 16.50 ft Allowable Deflection, Main Spans Live Only, U Code Minimum - Normal: L/360 & U240 360 - 0.55 in Total, U' 240 . - 0.83 in N/A 0.00 in Total, U- - -N/A--- = 0.00 in Pitch if Member Being Designed is Sloped: F 0.0.12 Mem True Len: 16.50 ft Add Self Weight? Yes -Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes 2 Roof Pitch 11.512 L ' Live Dead Snow Trib. Width Live 11- Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - Uniform Ld. 2 40 psf 28 psf 12.00 ft 480.0 lb/ft 336.0 lb/ft Uniform Ld. 3 40 psf 15 psf - - Uniform Ld. 4 60 psf 32 psf Uniform Ld. 5 10 psf - Tot Unif Load 480.0 lb/ft 336.0 lb/ft Loads Point bads are Ill scale 1000 500 0 500 - Engineered Lumber Calc'd Brand Trus joist V Results For 4 1.76 x 11.876 2.0E Solutions Using Self Weight of Engrd (4) 1.75 x 11.875 2.0E LVL, 21.3 pif Calc'd Member (4) 1.75 x 11.875 2.0E LVL V LVL 3.5 x 20 2.2E PSL Load Duration Live: 1.00 V % Overdesign 7 x 20 2.2E PSL Repetitive Use? No Pos Bending 30.1% 3.5 x 161.55E LSL Fb Pos 2 704 psi Fv 285 si Neg Bending NA Fb Neg 2,704 psi P Fcp 750 psi Shear 128.7% (2) 1.75 x 16 2.0E LVL Allow Pos Mom. 37,070 ft-lb E 2,000 ksi S pans) Defl'n 15.4% (3)1.75 x 14 2.0E LVL 5.25 x 14 Plus PSL, Lev1 Allow Neg Mom.-37,070 ft-lb El 1,953,654 ksi Cant(s) Defn NA (4) 1.75 x 11.875 2.0E LVL Allow Shear 15,794 lb Calc'd member OK by: 15.4% 3.5 x 16 2.0E PSL 5.25 x 16 Plus PSL, Lev2 1 976.83 in^4 Controlling criteria is: Defl - Span 5.25 x 14 2.0E PSL Self Wt 21.25 plf Cond's Of Use: Load Duration:l.0-Live 7 x 11.875 2.0E PSL 5.25 x 16 Plus PSL, Lev3 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 6,907 lb 6,907 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 2,947 lb 2,947 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 Deft 0.000 in - Allowed 0.825 in 0.825 in 0.825 in Max Dn Dell -0.715 in - - Allowed 0.825 in 0.825 in 0.825 in ProBeam v7 WC 5-23-19 G -f.,s Tim Garrison, P.E. CCI-NIS RUCTIONCALC P-B"' 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 t21069 Spans and Supports (Note, pitch and fixity, 'd any, not shown) Member I.D. 49b Other Info. 10/18/2021 [ 2 izI4 Type? Simple span, fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lerlth of Spans: 13.00 ft 13.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: 1.1360 & U240 ............... 3......................................... 00.43 in Total, u............... 240............... €..................................................................................; = 0.65 in.................N/A..............., ;......................................... _ 0.00 in Total, Ll.................N/A........... = 0.00 in ;......................................... Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 13.00 ft Add Self Weight? Yes -Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pftch? Yes Roof Pitchi 1.512 2 ' Live Dead Snow Trib. Width Live --- Dead Snow Uniform Ld. 1 - Roof 2D psf 15 psf 25 psf 3.00 ft - 45.4 lb/ft 75.0 lb/ft Uniform Ld. 2 40 psf 28 psf 2.00 ft 80.0 lb/ft 56.0 lb/ft Uniform Ld. 3 40 psf 28 psf 1.00 ft 40.0 lb/ft 28.0 lb/ft Uniform Ld. 4 60 psf 32 psf - - Un'Iform Ld. 5 10 psf 27.00 ft 270.0 lb/ft Tot Unif Load 399.4lb/ft 75.0 lb/ft 120.0 lb/ft Loads Point bads are 1/10 scale 800 600 400 200 200 2 4 6 8 19 4.2 f Ern ineered Lumber Calc'd Brand Trus Joist Results For 12) 1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd (2) 1.75 x 11.875 2.0E LVL, 10.6 plf Calc'd Member (2) 1.75 x 11.875 2.0E LVL LVL 3.5 x 20 2.2E PSL 1.75 x 16 1.55E LSL 7 x 20 2.2E PSL 3.5 x 11.25 1.55E LSL 1.75 x 14 2.0E LVL - (2) 1.75 x 11.25 2.0E LVL 3.5 x 11.875 Plus PSL, Lev1 (3) 1.75 x 9.25 2.0E LVL 5.25 x 9.25 Plus PSL, Lev1 (4) 1.75 x 9.25 2.0E LVL 3.5 x 11.875 Plus PSL, Lev2 3.5 x 11.25 2.0E PSL 5.25 x 11.875 Plus PSL, Lev2 5.25 x 9.25 2.0E PSL 3.5 x 14 Plus PSL, Lev3 7 x 9.25 2.0E PSL 5.25 x 11.875 Plus PSL, Lev3 Load Duration Live: 1.0_0 V % Overdesign Repetitive Use? No Pos Bending 51.7% Fb Pos 2,600 psi Fv 285 psi Neg Bending NA Fb Neg 2,600 psi Fcp 750 psi Shear 118.49/6 Allow Pos Mom. 17,820 ft-lb E 2,000 ksi Spar1(s) Defl'n 77.6% Allow Neg Mom.-17,820 ft-lb El 976.827 ksi Cant(s) Defl'n NA Allow Shear 7,897 lb Calc'd member OK by: 51.7% 1 488.41 inA4 Controlling criteria is: Pos Bending Self Wit 10.63 plf Cond's Of Use: Load Duration:l.0-Live Support 1 Support 2 Support 3 Support 4 I Req'd Bearing For (2) 1.75 x 11.875 2.0E LVL 1.50 in 1.50 in 1 Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,615 lb 3,615 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 2,665 lb 2,665 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 Deft - 0.000 in - - Allowed 0.650 in 0.650 in 0.650 in Max Dn Defl -0.366 in - - Allowed 0.650 in 0.650 in 0.650 in ProBeam v7 WC 5-23-19 GZG Tim Garrison, P.E. CASI;RUCTIONCAL' '- en- 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 t21069 Spans and Supports (Note, pitch and fixity, If any, not shown) Member I.D. 50b Other Info. 10/18/2021 - - Type? Canalever(s), multiple spans, roily, or not braced 1 Y r TO I', 20 e Cantilevers? Right Cantilever Number of Main Spans Three Main Spans t Fix Left End of Main Span? No, Leave R Pinned Fix Right End of Main Span? RA - Right End 1s Cantilever V Left Cantilever Span 1 Span 2 Span 3 Riaht Cantilever Tot Member Length Lenth of Spans: 5.00 ft 5.00 ft 5.00 ft 4.50 ft 19.50 ft Top of Beam Lateral Support Continuous V Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support Continuous _V Bottom of Beam, Max Unbraced Length 0.10 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, L/ Code Minimum -Normal: U360 S U240 .._._._..._._.._...._._._.......... ---------------- Live Only, L/ Code Minimum - Roof Mems, No Ceiling: L/36D S U240 ,......._..___._._...._------------ 360 0.171n Total, L/' 240 r.-.......... _I...._-._...._ ............. - _..........................._._ = 0.25 in 360 0.15 in Total, L/' 240 = 0.23 in --- ...._.__.......... _._._ Pilch If Member Being Designed is Sloped: 0.0 :12 Main True Len: 19.50 ft Add Self Weight? Yes. Self weight will be added to applied DL t Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? Ng ---------------------- Increase Roof DL for itch? Yg 1 p Roof Pitch 1.5:12 ' Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 17.00 ft - 257.0Ibt t 425.0 Iblft Uniform Ld. 2 40 psf 28 psf 7.00 ft 280.0 Ib/ft 196.0 Ib/ft Uniform Ld. 3 40 psf 28 psf 1.00 ft 40.0 Ib/ft 28.0 Ib/ft Uniform Ld. 5 - 10 psf 28.00ft 280.0Ib/ft Tot Untf Load 320.0 Ib/ft 761.0 Ib/ft 425.0 Ib/ft Point Loads Measured from left end of member. Member Total Length = 19.5 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 4 2,500 lb 1,115lb 19.40 ft Loads 2000 1500 Point loads ere 1110 awls 1000 500 0 � LN iLl � •r. -500 a _. Glu Lam Calc'd Member Results For 5.125 x 18 Solutions Using Self Weight of Glulam 5.125 x 18, 23.6 plf MLsc manufacturers V I Load Duration % Overdesign 2.5 x 21 5.125 x 16.5 S.75 x 13.6 Moisture Medium Dry - la% v ' 5.125 x 1a ] Snow: 1.15 V Pas Bending 1106.4% 3.125 x 19.5 6.5 x 16.5 Press Treated? No, Not P.T. _V 24F-V4, DF/DF �� Nag Bending 81.1% 3.5 x 18 6.75 x 15 Temp Cond. 100 deg F a. less _V 1 Flo Pas 2,759 psi Fv 305 psi Shear 98.0% Fb Neg 2,127 psi Fop 650 psi Span(s) Defl'n 1253.3% Allow Pas Mom 63,639 ft-lb 1 2490.75 in14 Canfilever(s) Defl'n 48.9% Allow Nag Mom-49,055 ft-lb E 1,800 ksi Calc'd member OK by: 48.9% Allow Shear 18,742 lb El 4,483,350 ksi Controlling criteria is: Defl - Cantvr Req'd Bearing Support 1 Support 2 Support 3 Su2port 4 Self Wt 23.59 plf For 5.125 x 18 1.50 In 2.86 In Cond's Of Use: Load DurationAA&Snow 1.50 in 5.55 in Reactions Support 1 Su000rt 2 Support 3 Support4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,330 lb 9,529 lb 1,164 lb 18,500 lb 0 ft-lb .3,218 ft-lb 4,863 ft-lb -12,850 ft-lb Min Total 1,128 lb 6,223lb -3,474 lb 10,190 lb 0 ft-lb -5,142 ft-lb 1,065 ft-lb -27,090 ft-lb Min Load Case Deflections Lt Canflvr Span 1 Span 2 Span 3 Rt Canflvr Max Up Defl - 0.000 in 0.000 in 0.012 in 0.000 in Allowed 0.250 in 0.250 in 0.250 in Max Dn Defl 0.000 in -0.004 in 0.000 in -0.127 in Allowed 0.250 in 0.250 in 0.250 in ProBeam v7 WC 5-23-19 CZ,7 Tim Garrison, P.E. C.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. .fob t21069 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 51 b case 1 { Other Info. 10/18/2021 Type? Simple span, fully braced J Left Cantilever Span 1 Span 2 San 3 Right Cantilever Tot Member Leggih Lenth of Spans: 17.00 ft 17.00 ft Allowable Deflection, Main Spans Live Only, U Code Minimum - Normal: L/360 & L/240 I .................36D_................ 0.57 in Total, U,.................240................ = 0.85 in.............................................NJA= 0.00 in Total, U°................ NIA............ = 0.00 in .........................................::...........................................:;..........................................!t.......... _.............................. i 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 vi Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Increase Roof DL for pitch? Yes -------------------- Roof Pitch 1.5 :12 '--------------------- Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf Uniform Ld. 2 40 psf 28 psf Uniform Ld. 3 40 psf 28 psf Uniform Ld. 4 60 psf 32 psf 4.00 ft 240.0Ib/ft 128.0 lb/ft Uniform Ld. 5 10 psf Tot Unif Load 240.0 lb/ft 128.0 lb/ft Loads Point loads are 1/10 scale 400 200 0 2 4 6 8 10 12 14 16 1 -200 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 Misc manufacturers W Load Duration % Overdesign 2.5 x 13.5 5.125 x 10.5 8.75 x 9 Moisture Medium Dry - 18% . 5.5 x 10.5 Live: 1.00 -V Pos Bending 46.2% 3.125 x 13.5 5.5 x 10.5 Press Treated? Yes, P.T. 24F-v4, DF/DF Neg Bending NA 3.5 x 12 6.75 x 10.5 Temp Cond. 100 deg F & less VI Fb Pos 2,400 psi Fv 265 psi Shear 213.6% Fb Neg 1,850 psi Fcp 650 psi Span(s) Defl'n 12.9% Allow Pos Mom 20,211 ft-lb 1 530.58 in^4 Cantilever(s) Defl'n NA Allow Neg Mom-15,579 ft-Ib E 1,800 ksi Calc'd member OK by: 12.9% Allow Shear 10,203 lb El 955,041 ksi Controlling criteria is: Defl - Span Req'd Bearing Support 1 Support 2 Support 3 Su000rt 4 Self Wit 14.76 pif For 5.5 x 10.5 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 Su000rt 1 Support 2 Support 3 Supoort 4 Max Total 3,254 lb 3,254 lb - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,214 lb 1,214 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Load Case Deflections Lt Cantivr Span 1 Sven 2 Span 3 Rt Cantivr Max Up Deli - 0.000 in - Allowed 0.850 in 0.850 in 0.850 in Max Dn Deli -0.753 in - - Allowed 0.850 in 0.850 in 0.850 in ProBeam v7 WC 5-23-19 G Z% Tim Garrison, P.E. CAI ISI�RUCTIONCALC 6 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 t21069 Spans and Supports (Nola, pitch and fixity, "rf any, not shown) Member I.D. 51 b case 2 Other Info. 10/18/2021 Type? Simple span, fully braced Left Cantilever Span 1 Soan 2 Soan 3 Rioht Cantilever Tot Member L�enc th Lenth of Spans: 8.00 ft 8.00 ft Allowable Deflection, Main Spans Live Only, U I Code Minimum - Normal: U360 & t/240 .:...................................... —,......................................., _...................................... 360 - 0.27 in Total, U 240 - 0.40 in N/A = 0.00 in Total, U WA I = 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 V Loads: Uniform Loads Over Full Length of Member • Loads From Continuous MembeO Na Increase Roof DL for pitch? res r--------------------- Roof Pitch 1.5 :12 I '--------------------' Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 4 _ 60 psf 32 psf 1 1.0o ft 60.0 lb/ft 32.0 Ib/ft Tot Unif Load 60.0lb/ft 32.0lb/ft Partial Distributed Loads (Uniform or Trapezoidal) Measured from left end of member. Member Total Length = 8 ft Start Start End End Live Dead Snow Trio. Width Location Trio. Width Location Floor 2 40 psf 28 psf 16.00 ft 0.00 ft 16.00 ft 4.00 ft Point Loads Measured from left end of member. Member Total Length = 8 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 4 2,500 lb 1.115 lb 4.00 ft Loads Point loads ere Ill a scale 800 600 400 200 1 0 -200 4- Reactions Support 1 Support 2 Max Total 5,499 lb 3,323 lb Min Total 2,089 lb 1,193lb Min Load Case Deflections Lt Cantivr Max Up Defl Allowed Max Din Dell Allowed Support 3 Su000rt 4 Moments Support 1 Sunnort 2 Support 3 Su000rt 4 0 ft-lb 0 ft-lb O ft-lb O ft-lb O ft-lb O ft-lb 0 fl-lb O ft-lb Span 1 SDan 2 Span 3 Rt Cantivr 0.000 in - - 0.400 in 0.400 in 0.400 in -0.133 in - 0.400 in 0.400 in 0.400 in ProBeam v7 WC 5-23-19 G Z1q 11 Tim Garrison, P.E. C.C9 iV RUCTIONCALC Pr o eam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2018 - 2003IBC. All designs should be checked by a competent professional. Job t21069 Spam and supports (Note, pitch and fixity, if any, not shown) Member I.D. 51 b case 3 t r i Otherinfo. 101182021 «� _ Type? 1 Simple span, fully txaced U Left Cantilever Span 1 Span 2 Span 3 Riaht Cantilever Tot Member Length Lenth of Spans: 8.00 ft 8.00 ft Allowable Deflection, Main Spans Live Only, U Code Minimum - Nomp1: L/360 a U240 ....................................... - r............................................................................: - ............................ 360............._; - 0.27 in Total, Ui 240 = 0.40 in sN/A - 0.00 in Total, U ................. WA............... = 0.00 in ...................................... ............._ Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 8.00 ft Add Self W eight? ye� -Self weight will be added to applied DL t Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Live Dead Uniform Ld. 4 60 psf 32 psf Partial Distributed Loads (Uniform or Trapezoidal) Measured from left end of member. Member Total Length = 8 ft. Live Dead Floor 1 60 psf FIOof 2 40 psf Increase Roof DL for Itch? p' yes Roof Pitch r 1.5 :12 ' Snow Trib. Width Live Dead Snow 1.00 ft 60.0 lb/ft 32.0 lb/ft Tot Unif Load 60.0 lb/ft 32.0 Ib/ft Start Start End End Snow Trib. Width Location Trib. Width Location Point Loads Measured from left end of member. Member Total Length = 8 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 4 2,000 lb 937 lb 4.00 ft Loads Point loads are 1/10 scale 600 400 200 0. 200 1 2 3 4 5 6 7 8 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 Misc manufacturers V Load Duration %Overdesign 2.5 x 12 5.125 x 9 1 8.75 x 9 Moisture Medium Dry -18% _V; 5.5 x 10.5 V' Lwe: 1.00 V Pos Bending 103.7 % 3.125 x 10.5 5.5 x 7.5 Press Treated? yes, P.T. V 24F-V4, DF/DF V Neg Bending NA 3.5 x 10.5 6.75.7.5 Temp Cond. 100 deg F s less V Fb Pos 2,400 psi Fv 265 psi Shear 117.1% Fb Neg 1,850 psi Fcp 650 psi Span(s) Defl'n 278.7% Allow Pos Mom 20,211 ft-lb 1 530.58 inA4 Cantilever(s) Defl'n NA Allow Neg Mom-15,579 ft4b E 1,800 ksi Calc'd member OK by: 103.7% Allow Shear 10,203 lb El 955,041 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 14.76 plf For 5.5 x 10.5 Cond's Of Use: Load Duration:11.0-Live 1.50 in 1.50 in - - Reactions Max Total Min Total Min Load Case Deflections Support1 Support2 Support3 Support4 Moments Support1 Support Support Support4 4,699 lb 2,695 lb - - 0 ft-lb 0 fib 0 ft-lb 0 ft-ib 2,093 lb 1,135 lb 0 ft-lb O ft-lb 0 ft-lb 0 ft-lb Lt Cantivr Span 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 - -0.106 in - - Allowed 0.400 in 0.400 in 0.400 in ProBeam v7 WC 5-23-19 Tim Garrison, P.E. C�NS��RUCTIONgALC 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 t21069 Spans and Supports (Note, pitch and fucity, if any, not shown) Member I.D. up flr joist case 1 Otherinfo. 10/15/2021 6 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length_ Lenth of Spans: 16.00 ft 16.00 ft Allowable Deflection, Main Spans Live Only, U I Extra stiff: LIWO & L/4W V J ..................... ......................:..........................................., ............................................., 0.32 in Total 600 - , Ui 480 - 0.40 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: 16.00 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? ' Increase Roof DL for pitchy i Yes ' Roof Pitch 6.0 12 I Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - Uniform Ld. 2 40 psf 28 psf 1.30 ft 52.0 lb/ft 36.4lb/ft Uniform Ld. 3 40 psf 15 psf - Uniform Ld. 4 60 psf 32 psf Uniform Ld. 5 10 psf Tot Unif Load 52.0 Iblft 36.4 lb/ft Loads Point loads are 1110 scale 100 50 0 2 4 6 8 10 12 14 16 1 50 IJoist Calc'd Brand Ba - Boise cascade V Results For 14" BCI 60001.8 Calc'd Member 14" BCI 60001.8 V % Overdesign Solutions Using Self Weight of (Joist 14" BCI 6000 1.8, 2.7 plf Load Duration Live: 1.00 Pos Bending 65.2% 14" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: Min 3", w/o web sUffner Neg Bending NA 14" BC160001.8 Brng @ Mid -Supports: (No Mid Support) V' Shear 164.1% 14" BCI 6500 1.8 Allow Pos Mom. 4,815 ft-lb Allow Shear 1,925 lb Span(s) Defl'n 27.0% 11-718" BCI 60 2.0 Allow Neg Mom. 4,815 ft-lb El 470,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 1,525 lb Bearing 109.2% Allow Mid Rxn 2,600 lb Calc'd member OK by: 27.0% Self Wit 2.70 plf Controlling criteria is: Deft - Span Cond's Of Use: Load Duratlon:11.0 Use Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 729 Ito 729 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 313 lb 313 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 0.400 in 0.400 in 0.400 in Max Dn Dell -0.286 in - - Allowed 0.400 in 0.400 in 0.400 in ProBeam v7 WC 5-23-19 63r Tim Garrison, P.E. CASj. RUCTION CALL 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 t21069 Spam and Supports (Note, pitch and fixity. if any, not shown) Member I.D. up fir joist case 2 Other Info. 10/15/2021 Type? Cantilever(s), multiple sports, fixity, or not braced 4 6 8 10 12 14 -4 Cantilevers? Left Cantilever i Number of Main Spans one Main Span _ Fix Left End of Main Span? NA - Left End Is Cantilever _ ! Fix Right End of Main Span? No, Leave It Pinned V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: F 2.00 ft 14.00 ft 16.00 ft Top of Beam Lateral Support Continuous Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support Continuous _ V Bottom of Beam, Max Unbraced Length 0.10 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers _ Live Only, U E� Stiff: L/600 & U480 Y _ - _ _ Live Only, U 1 code minimum - Roof Marts, No Ceiling: U360 & L/240 ) 600 - 0.28 in Total, U 480 - 0.35 in 360 = 0.07 in Total, Ui 240 = 0.10 in Pitch if Member Being Designed is Sloped: F 0 12 Mem True Len: 16.00 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 Itchy Yes Roof Pitch I 1.5 :12 1 p' ' Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 2 40 psf 28 psf 1.30 ft 52.0 lb/ft 36.4 lb/ft Tot Unlf Load 52.0 lb/ft 36.41U/ft - Point Loads Measured from left end of member. Member Total Length =16 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 1.30 ft 17.00 ft 332 lb 553 lb 0.20 ft Point Load 3 10 psf 1.30 ft 10.00 ft 130 lb - 0.20 ft Loads Point loads are 1/10 scale 100 50 I 0 2 4 6 8 10 12 14 16 1 -50 Wolst Calc'd Brand BCI - Boise cascade v Result For 14" BCI 60001.8 Calc'd Member 14" BCI 60M 1.8 % Overdeslgn Solutions Using Self Weight of I -Joist 14" BCI 6000 1.8, 2.7 plf Load Duration Live: 1.00 V Pos Bending 167.5 11-718" BCI 50001.7 11.7/8" BCI 90 2.0 Brng @ Ends: Min 3", w/o web sti8ner V Neg Bending 153.0 11.718" BCI 60001.8 Brng @ Mid -Supports: Min 3.5-in, w/o web stiffner V Shear 762 11-718" BCI 6500 1.8 - Allow Pos Mom. 4,815 ft4b Allow Shear 1,925lb Span(s)Defl'n 143A% 11-7/8" BCI 60 2.0 Allow Neg Mom. 4,815 ft4b El 470,000 ksi Canflvr(s) Defl'n 86A Allow End Rxn 1,525 lb Bearing 52.7 Allow Mid Rxn 2,600 lb Calc'd member OK by, 52.7 Self Wt 2.70 pff Controlling criteria is: Bearing Cond's Of Use: Load Duration:11.0-Live Reactions Support1 Support Support3 Support Moments Support1 Support Support3 Support Max Total 1,703 lb 573 Ito 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 990 lb 138 lb - - 0 ft-lb O ft-lb O ft-lb 0 ft-lb Min Load Case Deflections Lt CantIvr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl 0.041 in 0.000 in - - - Allowed 0.350 in 0.350 in 0.350 in Max Dn Defl 0.000 in -0.127 in - - - Allowed 0.350 in 0.350 in 0.350 in ProBeam v7 WC 5-23-19 G3Z Tim Garrison, P.E. CCI S RUCTIONICALC '-Beam 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 1:21069 Spans and Supports (Note, pitch and fuity, If any, not shown) Member I.D. fir joist lower level Other Info. 10/19/2021 Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Ler>olh Lenth of Spans: 1 13.50 ft 13.50 ft Allowable Deflection, Main Spans Live Only, U Extra Stiff. 1/600 & L/480 .................600.................. - 0.27 in Total, U....:............48D................ - 0.34 in ,.................N/A ................€ = 0.00 in Total, U} ....................N/A - -- = 0.00 in t......................................................................................:;..........................................::.-........................................ Pitch if Member Being Designed is Sloped: 0.0 :12 Merin True Len: 13.50 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? Increase Roof DL for pitch? Yes Roof Pitch 1.5 :12 Live Dead - - Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf Uniform Ld. 2 40 psf 28 psf - - Uniform Ld. 3 40 psf 28 psf 1.30 ft 52.0Ib/ft 36.41b1ft Uniform Ld. 4 60 psf 32 psf - - Uniform Ld. 5 10 psf Tot Unif Load 52.0 lb/ft 36.4 lb/fit Load. Point loada are 1/10 scale 100 50 0 2 4 6 8 10 12 14 1 -50 Woist Calc'd Brand BCI - Boise Cascade V Results For 11-718" BCI60001.8 Calc'd Member iia/s" Ba 600o i.s V % Overdesign Solutions Using Self Weight of I -Joist 11-7/8" BCI 6000 1.8, 2.5 pif Load Duration uve: 1.00 Pos Bending 96.1% 11-718" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: Min 3", w10 web suffner Neg Bending NA 11-718" BCI 6000 1.8 Brng @ Mid -Supports: (No Mid Support) . Shear 173.0% 11-7/8" BCI 6500 1.8 Allow Pos Mom. 4,060 ft-lb Allow Shear 1,675lb Span(s) Defl'n 40.7% 11-7/8" BCI 60 2.0 Allow Neg Mom. 4,060 ft-lb El 320,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 1,425 lb Bearing 132.2% Allow Mid Rxn 2,500 lb Calc'd member OK by: 40.7% Self Wt 2.50 plf Controlling criteria is: Defl - Span Cond's Of Use: Load Duration:l.0-Live Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 614lb 614 lb 0 ft-lb O ft-lb O ft-lb O ft-lb Min Total 263 lb 263 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 0.338 in 0.338 in 0.338 in Max Dn Deft -0.212 in - - Allowed 0.338 in 0.338 in 0.338 in ProBeam v7 WC 5-23-19