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HomeMy WebLinkAboutPermit File BLD-2020-0279 2802 Oakes Avenue (3) 2316 Antone Way Tint K. Garrison, P.E. Anacortes,WA 98221 Phone: (360)708-1865 Professil,. nal Engineer TimG@TimKGarrison.com Structural Analysis: New Home at: 2802 Oakes Ave., Anaeortes9 WA Client: David Bruner Job Number: T20029 Building Design: Jason Sterling, Strandberg Date: April 30, 2020 Design . �_A � FILE COPY 456 0 • ! J L ZONAL _ , 12 INDEX: Design Sketches SKI —SK5 Callouts and Tables CO1 —C06 Standard Specifications B— I Calculations. Cl —C26 Total No. of pages excluding cover sheet: 45 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). rq 1 \Ili \ I MAY 1 8 2020 !TY OF ANACO> TFC - —- . . . . . . . . . . . . . . • , 44 1 . . . . . aa=a•-• Cry... •. . • • • . . • . . . . . . • . . • . . . ... -- 24.-0" -•-I _--....1..._.— V 1 i . . _._. i I • . . . ._ . .,. , . . . . e . '. . I : 1 -, c \ STEP IN GARAGE WALL - .., ., - 1 T ON G 1 '1 • : 1 . • -DEPENDENRADE .. - .. . . . . i i 1 . I „ . . . . • I I . - . . x . .. a •• ..,.. 1 .;. I . . . . . - r . .• ' . ' .., - i . . . •• . ,. , . .. • . . I . , . ,, . , . . ..-. • . . ' , : ' • , I . . . , 1 .-. - . • : ...•. , , , I • • "" "...----.. , .. .. ., .. . ' " .*:-— 7 -.'. .. --; -- • - --:"- I - .4 \ [-----1------1 " 1 - , ...! s 4, - • • • I li r- -1c-----:-/ . . ,, a' S-?%"7 - • ' : . . . . . . . I . - .... . • . - . , • I , 9-2.: • . . , . I ' I . . • - I 1 T - ..i 1 . --. 5 -, . z `G 0 :KT L . \, .. •.." 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Structural Shear Wall Callouts© — Copyright ConstructionCalc, Inc (CCI) • Typical Shear Wall Callout Symbol This symbol indicates a dedicated shear wall or,panel, the type per callout below. Walls without this symbol are not dedicated shear walls - use code-standard construction. 1PW Min. length of shear panel, ft: 3.4 1 If "W", construct entire Wall per this callout, with minimum individual panel lengths indicated on plan. . • If "NS", means Not a Shear Wall. Build per code minimum. . Top of Top of Bottom wall to wall to plate to parallel perpen- framing. . • Sill framing dicular See anchor or rim or framing. max Ca a- Stud Nail Edge Sill Block- rim See • \D3i P spc'g / city, Nails Stud Stud , mat'l / Field Top plate & ing at blk'g. See / min. wind/ Sheag th- or her ht sPac'g, Stud (see spac'g @ Top plate studs unsup- ;D2) Mud sill embed- Call- seis, ing, Sides of screws, max., max., size, std st'l Stud ; Plate, splice, w/ edge ported (1)1) anchor to ment, out Eh, plf min. wall size ft. in. min. . specs) spac'g, in. min. min. nail'g edges concrete in. . • . 6/6@24 Con't 10 • 24 2x4 ' Sawn �• , 6/12 c 16 • sheathing 5/8" j-bolt one, Con't , +blkg or Con't or 5/8" 7/16" either • 15 16 2x6 Sawn 6/12@16 ` 48" lap sheathing H2.5 or sheathing Titen HD, • 1 PW 1681 OSS or side, 8d 2- 2x4 ; w/ 8- ; 2x NA or A34 or SDWC- or 16d @ w/ 3" 72/4 120 plywo- apply 16d LTP4 at• • 15600, '6" or wshr. Or od directly 18 12 • 2x6 Sawn 6/12@12 36" max. @ 24" 4.5" SDS MASA or to studs max. L 12". MASAP 22 12 1.75x5.5 LVL • 6/12@12 , . • Con't • sht'g or _ • • 16d cr�3" 490/ (same) (same) 4/12@16 (same) (same) (same) 2x ' (same) . (same) �' „ (same) 36/4 2PW 350 (same) • (same) (same) (same) 16 or 12 or 4.5 . SDS @ . 9" n 0 Structural Callouts© — Copyright ConstructionCalc, Inc (CCI) • 0 PA Per Architect X Structural Item: This item and related connectors shall be per architect / designer. 8 SW Simpson Wood Shear Wall Detail • X Wood Shear Wall: Use WSW12. Width = 12". Height, see below. D8 x Height: Foundation to bottom of header beam. Okay to order WSW long and cut to height as necessary. Alignment: If using trimmer, nail 2x trimmer to WSW for header support. Trimmer creates edge of rough opening. May use HUC in lieu of trimmer, in this * case WSW creates edge of rough opening. Remainder of wall section may be filled in with standard framing. • - Position to align with outside (exterior) face of studs. Fun-out as necessary to flush up with remainder of wall. Top Connection:.Header beam to extend over entire WSW. Connect with portal straps WSW-PS. Also connect header beam to WSW with WSW-TOW X portal plate. X Sheathing: Sheathe header, WSW, and wall similar to 2PW. . Bottom Connection: Anchor bolts, use all-thread, 7/8" diameter, extended to footing bottom rebar and use double nut and 3" x .25" washer on embedded x end. Suggest using Wood Strong Wall Anchor Bolt template, SSW. 11 RD Roof Diaphragm • Shear Capacity: Good for Eh = 230 plf- seismic; Eh = 322 plf- wind. Max aspect ratio = 3:1. X Framing: Trusses or rafters: 2x at 24" OC, max. X 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. x 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 X 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 deft. Sheathing: With joists at 16" OC, use min., 16 oc rated, APA Sturd-I-Floor, min., 19/32" thick. May be OSB or plywood. Good for 245 psf TL @ L/360 deft. X 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. Y Blocking: not required except at supports (beams) and connections to shear walls below. 0 13 DD Deck Diaphragm • * Decking: Use wood or composite decking per Arch., min. actual dims: 3/4" x 3.5". X Decking Attachment: Use decking screws, length to ensure 2" min., embedment into framing below. - Use 2 screws per deck board per framing member. At decking splices, center splice over framing menber and use 2 screws per spliced end. X Blocking: not required except at support beams. 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 speed elsewhere; or choice of 2- 2x, 3x, or 4x. Alt 2 - Holdown - Bolt Type x Holdown: Use HDU2. x Lags: Use 6 .SDS 1/4 x 2.5 to full-height stud per above Anchor Solt: 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. • 73 P Post - Mullion • Post: Use inin., 5.5x5.5 glulam column - This post is continuous from bottom plate to top plate at roof diaphragm. Y Top and Bottom Connection: Connect at top plate and bottom plate with 2, A34 and screws. • • Tie Rod Connection: Connect steel tie rod plate with 2, 5/8" through bolts centered on post. Min distance between bolts-= 6". Use 2" washers on wood.side of bolts. 77 M Mullion x 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. x Mullion: Use min., 2, 1.75x5.5 LVLs, continuous bottom plate to top plate. x 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 M Mullion Similar to 77M except mullion may be min., 2, 2x6 studs. • • Vk9 • 80 L Ledger - Roof Diaphragm x Ledger Connection: Where a ledger is called for below, if connecting to rim or header, use SDS, or LedgerLOK at max 12" OC, staggered. If connecting to studs, use 2, SDS or LedgerLOK per stud. - Length of SDS or LedgerLOK = full depth penetration into rim, or 2.5" min embedment into solid framing. - Min distance of connector to end of ledger or splice = 2". Min edge distance to top or bottom of ledger =2" Framing Connection.to Wall, General: Use any of the following, whichever is applicable. • - Rafters Perpendicular: Use 2x or LVL ledger, min height to match rafters. Apply ledger over wall sheathing. Use hangers to hang rafters on ledger. - Parallel Rafter or Truss Top Chord: Ledger may be top chord of truss or last rafter or similar. Ledger to be placed over wall sheathing. Mono Truss Top Chord Perpendicular: Use continuous 2x blocking between trusses nailed through wall sheathing with 16d u) 6" OC to solid wood backing (continuous rim, plate, ledger, or blocking.) - Mono Truss Bottom Chord Perpendicular: - Alternate 1: Hang bottom chord with hanger mounted over wall sheathing to solid wood backing (rim, plate, ledger, or blocking.) • Alternate 2: Use min., 2x4 ledger let in to truss bottom chord. Ledger to be placed over wall sheathing and connected with min., 3- 16d @ 24" max spacing. x Roof Diaphragm: Connect roof diaphragm to ledger with 8d ring shank or screws at 3" OC. c4)5 Headers Default header material is Doug Fir No. 2 or better 2x headers must be in tall orientation with flat 2x nailed at bottom in "L" configuration Default Trimmer, use 1, 2x stud or Simpson LUC hanger, each end. Default King Stud, opening 6-feet wide and less use 1, full height stud each end (plate to plate.) Default King Stud, opening wider than 6-feet, use 2, full height studs each end (plate to plate.) Trimmer, each end King Stud, each Callout Min, use Alt 1 min. use Alt 2 min., use (if blank use default end (if blank use above.) default above.) 20H 2x6, "L" config 4x6 21 H 2x10, "L" config 2-2x8 4x8 Use min., 6x10, approx 8.5' long (continuous from 77M to corner.) Hang on 77M with HUC. At corner, bear on two 22H studs. Connect studs and trimmers to this header with A35 and screws, typ. Use min., 6x10, approx 8.5' long (continuous between two 77Ms.) Hang on each 77M with HUC. Connect studs and 23H trimmers to this header with A35 and screws, typ. 24H 6x10 4x12. 2 Use mist., 6x10 or 4x12. At 8SW, extend over top of 8SW and connect per that callout. At other end (North end), 25H use 1 trimmer and 2 king studs. 26H 2- 2x10 4x10 3.5x7.5 glulam Beams Default sawn material is Doug Fir No 2 or better. Default glulam, LVL, PSL materials -see Standard Structural Specs herein. Default LSL is 1.5E, 2,300 psi, min Fb. Default wall connection: 3" bearing in pocket or on plate with min., 2 studs below. Default end post connection: LCE, ACE, EPCZ, ECCQ, or similar. Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44. Default mid-post connection: LPCZ, PCZ, CCQ, or similar. Default beam to beam connection: HU, HUC, HUCQ or similar. Connector (if blank Callout Min., use Alt 1 min., use Alt 2 min., use Notes use default, above) 30B 3.5x12 glulam 5.5x10.5 glulam 31B 4x6 32B 4x6 40B 5.5x18 glulam 3.5x22.5 glulam 41B 1.75x11.8 LVL 42B 5.5x16.5 glulam 6.75x15 glulam HGU, HGUS, or HGLTV to 43B 43B 5.5x15 PT glulam 44B 5.5x15 PT glulam cob' 1-- Posts Default material is Doug Fir No 2 or better. Default bottom connection on plate: 2, FC or 2, A34 with screws, or 4, 16d face nails. Default bottom connection on beam: 2, FC or 2, A34 with screws, or PCZ. Default bottom connection on concrete: PB, or AB, or ABU, or ABW, or CBSQ Alternate bottom connection on concrete: #5 rebar or 5/8"all-thread, epoxy 6" min. into post butt, and 6" min., embed in conc. Conc embed may be wet set or epoxy. Connector (if blank Callout Min., use Alt 1 min., use Alt 2 min., use use default, above) Notes 70P 2- 2x4 4x4 71P 3- 2x4 2-2x6 4x6 72P 3- 2x6 6x6 4-2x4 73P (see main callouts) (,) Standard Strrtiettiral Specifications' — Copyright, inT. X0 Garrison,9 FEE° BASIS OF DESIGN — AIPPLICAILE CODES: Code. The designs herein are prepared in accordance with the 2015 IBC. Construction shall conform with . the most recent building code adopted by .the approving jurisdiction. Calculations. The calculations included herein are only those required to ensure compliance With code. We !, do not intend to compute every structural element nor every load combination. Much of our analysis is "BI" • (By Inspection.) A i: ,REVIATIONS: • A: Area IEBC: International Existing Building. REF: Reference,not actual AC: Asphalt Concrete Code REQ or Reqd: Required BI: By Inspection IRC: International Residential Code ROW: Right Of Way BRNG: Bearing(wall usually) K: Kip (1,000 lbs.) Rt: Right . E: Elastic modulus or Electrical KSI: Kips per Square Inch • ' S: Section modulus (E): Existing LVL: Laminated Veneer Lumber SC: See Callout CCI:.ConstructionCalc, Inc. - LSL: Laminated Strand Lumber SD: Storm Drain CIP: Cast in place concrete Lt: Left SIP: Structural Insulated Panel CMU: Concrete Masonry Unit NA: Not Applicable SK: Sketch CO: Callout or Cleanout • NB: Not Bearing SOG: Slab On Grade Conc: Concrete NIC: Not Included SPF: Spruce Pine Fir Cont: Continuous - OC: On Center spacing SS: Sanitary Sewer DF: Douglas Fir OSB: Oriented Strand Board STAO: Shear Transfer Around Opening HF: Hem Fir • PCF: Pounds per cubic foot - SP: SIPs shear wall HVAC: Heating, Ventilation, and Air PLF: Pounds per Lineal Foot TYP: Typical Conditioning Ply: Plywood - UNO: Unless Otherwise specified GW: Gypsum shear wall PSL: Parallel Strand Lumber elsewhere Gyp: Gypsum wall board PSF: Pounds per Square Foot V or v: Shear(lbs)or unit shear(plt) GLB: Glulam Beam PSI: Pounds per Square Inch respectively • L: Moment of Inertia PT: Pressure Treated with preservative W: Wall, full length [BC: International Building Code PW: Plywood or OSB shear wall WWF: Welded Wire Fabric ICF: Insulated Concrete Form • RC: Relative Compaction LIMITED SCOPE OF CONSULTANT'S WORK: • Consultant. The consultant in responsible charge of the work indicated herein is Tim K. Garrison, P.E., doing business.as ConstructionCalc, Inc., hereafter indicated as "CCI." . Scope of Consultant's Work. The scope of work of CCI is limited to structural analysis of a new single- family residence. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per minimum code. LOADS Following are the loads used for the subject design / analysis: o Roof live: 20 psf. 0 Exterior wall dead: 10 psf o Roof+ ceiling dead: 15 psf 0 Exterior wall w/ cultured stone dead: 25 O Glass deck roof dead: 15 psf psf. O Roof snow: 25 psf 0 Interior wall dead: 7 psf O Floor live: 40 psf 0 Seismic Factors: Ss= 1.134, Sl= 0.403 o Floor dead: 15 psf 0 Seismic Des Category: "D" O Floor dead, 1 .5" gyperete: 27 psf. 0 Wind Exposure `D', 3-sec gust: 120 mph. O Stairs and exits, residential, live: 40 psf 0 Assumed allowable soil bearing pressure: o Deck live: 60 psf 2,000 psf. 0 Deck-dead: 10 psf. . e SINGLE PROJECT: The calculations, drawings,notes, specifications, and/or tables prepared by CCI are valid only for the project indicated herein.These documents are not valid, are not applicable to,and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. MATERIALS AND METHODS: Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General. Provide adequate temporary support to all walls,roofs,beams, columns,and floors during construction. Design of same is not included herein. Contractor or owner should check all temporary- supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. Retaining Walls.Do not backfill against retaining walls,until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this).For retaining walls that are to be connected at their top to horizontal floor diaphragms,do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS,FOUNDATIONS,SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project. CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data,which includes but is not limited to: allowable bearing capacity,liquefaction potential, slope stability, active and passive lateral pressures,internal friction angle, and cohesion.In the absence of a geotechnical report CCI will make assumptions regarding soil parameters,however, CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill"shall be granular material conforming to local or state highway • specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel.All structural fill must be compacted per the following section. Compaction: Place all fill materials in lifts not exceeding 8-inches. Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative compaction. In non-paved or non-footing areas use structural backfill or native backfill minus rocks, lumps, and organic matter, compacted to 92%relative compaction. Where pipes enter and exit structures (distribution boxes,utility boxes, catch basins,manholes,etc.)use structural fill around the structure. Carefully place and compact to 95%relative compaction under and around all pipes. D When roots,rocks, or other undesirable materials cause over-excavation, fill over-excavation and compact per the above. Foundations,Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". Foundations,Footings on Rock: Where footings bear on rock, clean the rock free of loose rock,dirt,moss, debris,or other deleterious substances. Pressure wash as necessary.Use bonding agent prior to pouring concrete on rock.Where rock is sloped less than 4:1 (14-degrees),no dowels into rock are necessary. • Where rock is sloped 4:1 (14-degrees)or greater(up to 45-degrees max), use#4 x 18" long dowels rotohammered min., 8" into solid rock. Rotohammered holes to be %"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. drains shall be 4"perforated pipe routed downgradient to daylight,unless otherwise Footing specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Minimum cement content= 5 sacks per cubic yard. Maximum water/cement ratio shall be 0.45. All materials shall be in accordance with ACI 318,latest edition.Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures. Industry recognized and approved admixtures affecting set time, flowability,and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content. Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength: Standard Footings, Stem walls, Slabs on Grade. Reinforcing bars(rebar) for standard footings, stem walls, and slabs on grade shall be grade 40 (Fy=40 ksi)or better,unless otherwise specified in the Plans. • Strength: Retaining Walls and other Structural Elements. Reinforcing bars(rebar)for retaining walls retaining more than 4-feet of soil and their footings,and for structural beams, structural columns and the like shall be grade 60(Fy=60 ksi)unless otherwise specified in the Plans. • Minimum Wall Reinforcement.Use the following centered in wall,UNO. O Corners— 1,#5,vertical. • O Openings— 1,#5 vertical within 3"of each side of openings. I,#5 horizontal within 3"of the bottom of windows. 1,#5 horizontal within 3"of the top of doors and windows(i.e. lintel). All horizontal bar shall extend 24" beyond edge of opening, or if not possible extend as far as possible then bend 90-degrees with a 12"hook. O Wall ends— 1,#5 vertical within 3"of ends of walls. • O Wall top and bottom— 1 #5 horizontal within 3"of top and bottom of wall. o Footing stub bars—shall extend to the footing's bottom layer of reinforcement with a min 6", 90- degree hook. Stub bars shall extend vertically through the top of footing to create a 24" min., lap splice with each vertical wall(running, corner, opening, end)rebar. Splicing,Bending. All reinforcing shall be spliced, detailed,bent,and supported in accordance with the most recent ACI code adopted by the jurisdiction. Welded Wire Fabric. Unless otherwise specified,welded wire fabric(WWF) shall be W2.9, 6"x6"(6 Ga.), ASTM A-.185. Splice by lapping one mesh+2"all sides. Cover. Provide the following minimum cover: Footings and other unformed surfaces, distance from the bar to earth face...3" Formed surfaces in direct contact with earth 2" Surfaces exposed to weather 1-1/2" For slabs on grade,center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE: General. This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques.Minimum concrete embedment=4-inches unless otherwise specified.Minimum distance to any edge or end of concrete=3"from hole centerline unless otherwise specified. Existing Reinforcing.It is important that.no existing rebars are drilled or cut during rotohammer operations. Location of existing reinforcing bars may be by non-destructive methods (pachometer,radar, or similar). Washers. Use 3"x3"x.229"washers on all wood mud sill anchor bolts. Such washers may be slotted, with plate washer under the nut as allowed by the IBC. At non-mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non-Epoxy Systems. Use Simpson Titen HD where shown in the Plans.These anchors may be used to resist tension loads and shear loads. Install per manufacturer's recommendations. Epoxy Systems.For bolts,use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, with zinc plated, A307 'all-thread' bolts as shown in the sketches.For dowels, use ET-HP or SET high strength epoxy and rebar as specified on the Plans and Callouts. Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. • F , 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. With"PW"and"GW" walls,no sheathing joints are allowed within 2-feet in any direction of a door or window corner. Multiple Ply Members. • Trimmers, King Studs, Headers. Where more than one 2x is placed against another and used as a multiple ply king stud, trimmer,or header, connect all plies with 16d at 4"OC, staggered. Beams, Columns. Where more than one 2x, or LVL, or LSL is placed against another and used as a multiple ply beam or column, connect all plies with glue and 2, 16d at 4" spacing. Glue, Epoxy. Where specified,wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days. Use Liquid Nails LN-940 or similar. Prep and apply per manufacturer's recommendations. Epoxy used with wood dowels or drift pins shall be Simpson ET-HP, or other brand intended for wood use. Wood and dowel shall be clean and dry prior to epoxy installation. Window and Door Openings. Header.Use minimum size as called out on Plans. All headers shall be installed with their tall dimension vertical. If header is less than 3 inches wide(I.E. a single 2x or single LVL)use a flat 2x nailed to the bottom of header in an"L"configuration with 16d at 4" max spacing. If no header is specified,the wall is assumed non-load bearing and wall top plate may serve as the header. • steel drill holes 1/16" larger than the bolt diameter. Provide the following minimum edge distances between centerline of bolt and all edges of bolted wood,and between centerline of multiple bolts: 5/8 inch diameter bolts 3 inches 3/4 inch diameter bolts 3.75 inches • Minimum distance between edge of bolt and any edge of steel plate(angles, gussets, flanges,webs,etc.) shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above. Lag Bolts. All lag bolts greater in diameter than 1/4" shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70%of the unthreaded shank diameter(or alternatively, 90%of the root diameter of the threaded portion). Pilot hole diameter of unthreaded portion shall be the same diameter as the unthreaded shank. PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified,however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements.The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to.Nails and screws which will be exposed to weather shall be 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 2.0E,2,900 psi minimum allowable bending stress. LVL(Laminated Veneer Lumber).Use minimum 1.9E, 2,600 psi minimum allowable bending stress. LSL(Laminated Strand Lumber). Members indicated as 1.5E shall have min., 1.5E modulus of elasticity and 2,300 psi allowable bending stress. Members indicated as 1.3E shall have min., 1.3E modulus of - elasticity and 1,700 psi min. allowable bending stress. a 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,l 2316 Antone Way (l) - 0 ,rocP. E .[ 1 U > ( , _ -19 . . Anacortes, WA 98221 cJ o Phone: (360) 708-1865 o iTes�Oo �� Ulic� En On_ EnC,_err t TimG@TimKGarrison.com ei : 22 \H-1 . l ✓l ZA, —I [ ] • - i. ., - --z- - ' -.� • II - -- - I II i : -I I, ZS —t:, I ' - I T-__ -_ = '---I-L l 1...... in rr I _ .J I T. t� 1 . ,' 1 Structural Strategy • Lateral: Decks and porch roofs, use diaphragms to Z D _ ,F horizontal cantilever lateral loads back to building. �L= -- 'L - J Posts may be pin-pin - okay. - 5 - Type 1PW shear walls have low unit shear force - • thus no holdowns required by inspection. • Where plate to plate height of shear panel > 3.5:1, E 17 I � use shear transfer around opening (STAG) and height of opening for aspect ratio calc. Use j - continuous king studs at sides of opening and no I; ri ! joints in sheathing within 2' of opening corners to • � • achieve STAO. - • ;�=_ .1 1 _ I Moment-resisting structural mullions are used in 1 various locations for in-plane lateral resistance - P` due to insufficient length ofcode-compliant shear �f L J 1. wall. See calcs herein for moment-resisting :� mullions. r • 6 is. ;� 1 . n --�l I h -- ,1.�-- - - '. • c 1 r':::-1'7''' I'---=--- — —' I1 R/ � �3 T - 1.'c \ 7) o ( " -) v l 471 J 9 (lj - i. VIAL. 9 ,off- , 9) 3 + 50 . K h �'� /16 2 i 1-- (r�,f,c) 0v. 1 • Structural Design Loads - IBC 2015 & ASCE 7-10 Seismic Calculations - Per ASCE 7-10 Project Bruner new home Job No t20029 Date 4/28/20 • Location 2802 Oakes Ave., Anacortes, WA • USGS 0.2 Second Response SS.= 1.134 % of gravity • USGS 1 .0 Second Response S1 = 0.403 % of gravity No. of stories above ground lev. Two Stories �' V Site Class Stiff Soil Profile, D (Typ.) V Risk Factor Comm'l, Industrial, Residential - Med Hazard, II V V Equiv Lateral Force Method Seis importance, IE= 1.00 Structural System Bearing wall -wood or light steel shear wall 'V .2 sec response, Ss = 1.134 Ss use for Cs = 1 .134 Is structure regular and 5 stories or less? Yes yr Use Ss=1.5 max for Cs calc 1 sec response, Si = 0.403 .Site coef, Fa = 1.046 Redundancy factor, p= 1 Site coef, F„ = 1.597 Period, long-period (Map, ASCE7-10;. p. 224, fig 22-12), TL = 16 Response mod coef, R = 6.50 Height of top of building, hn = 24 ft O - Str factor, ao= 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD, ASCE7-10, 12,8 I Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter, SMS = 1.187 Height Limit (feet) 65 Spectral accel parameter, SM1 = 0.644 Max. Allowable Story Drift V 0.015 hsx or L / 67 Design spectral parameter, Sips = 0.791 0 - Str factor, 00 3.00 Design spectral parameter, Sol = 0.429 Seismic Base Shear, V 0.122 * W I Building period coef, CTS = 0.020 Horizontal Seismic Load Effect, Eh 0.122 * W Approx fundamental period, Ts = 0.217 Vertical Seismic Load Effect, Ev 0.158 * W Upper limit period coef, Cu = 1.400 Seismic Load Effect E = Eh + - Ev 0.28D & -0.036D Building period, use, T = 0.304 LRFD Comb 5 1.358D + Eh + .5L + .2S Csmax = 0.304 LRFD• Comb 7 0.742D + Eh Csmin = 0.010 ASD Comb 5 1.111 D + .7Eh Seis response coef, Cs = 0.122 ASD Comb 6b 1.079D + .525Eh + .75L + .75S Min diaphragm force, Fpx min = 0.158D ASD Comb 8 0.489D + .7Eh Max diaphragm force, Fpx max = 0.316D Wind Loads Per ASCE 7-10 - Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights . ASCE7-10, Chapter 27 Project Bruner new home Job No t20029 Date . 4/28/20 Building Wind Exposure Exp D - Up to 600'of B or C + flat, unobstructed or water. • Enclosure Classification Enclosed Building (Typical) y 3-Sec Gust, Basic 120 mph r ASCE7-10 maps, Fig 26.5, p247 ASD, Basic Combos. Stress increases allowed for wood only. Method Load Comb Factor 0.6 Roof Pitch 1, max. 1.00 /12 Slope 1 6 = 4.8 deg Roof Pitch 2, max. . 1.00 /12 Slope 2 6 = 4.8 deg • C3 • Hill Shape Topographic Factor Not Applicable 'V L/B 1 .49 Building Width Perp. To Ridge B = . 61 ft h/L 0.25 Building Length Parallel To Ridge L = 91 ft Gust Effect Factor G = 0.85 Mean Height Of Roof(ft) hi, = 23.0 ft 3-Second Gust Power Law Exponent a, = 11.5 Eave Height (ft) heave = 22.0 ft Normal Ht. Of Atmosp. Bndry Layer zg = 700 ft Directionality Constant Kd = 0.85 Velocity Press. Exposure Coefficient Kh = 1.110 26.8 ASCE 7 Height of Hill or Escarpment (ft) H = IBC Load Factor for ASD Wind -1605.3.2 co = 0.60 Narrowest Half-Width of Hill at Half-Height (ft) Lh = Topographic Factor Kzt = 1 .000 Horiz. Distance From Crest To Bldg. Site (ft) x = Velocity Pressure @ mean roof ht. qh = 34.77 psf Windward Wall Pressures Internal Pressure Intermed. Windward Internal Pressure Elev K Value q, Wall 0-15 feet 1.030 . 19.37 psf 13.17 psf +l- 6.26 psf '15-20 feet 1.083 20.36 psf 13.85 psf 20-25 feet 1 .126 21.17 psf 14.39 psf Longitudinal (Parallel To Ridge) 25-30 feet 1 .162 21.85 psf 14.86 psf 30-40 feet 1.222 22.97 psf 15.62 psf Leeward Wall Side Walls 40-50 feet 1.270 23.88 psf 16.24 psf -7.12 psf -12.41 psf 50-60 feet 1 .311 24.65 psf 16.76 psf (Outward) (Outward) 60-70 feet 1 .347 25.32 psf 17.22 psf • Roof Pressures - 70-80 feet 1 .378 25.91 psf 17.62 psf Based On Posn. Pressure Down Ridge 0 to h/2 -15.96 psf Transverse (Perp. To Ridge) . h/2 to h -15.96 psf h to 2h 15.96 psf Leeward Wall Side Walls > 2h -15.96 psf -8.87 psf -12.41 psf (Outward) (Outward) Horiz pro( 15.62 psf Slope 1 - 24.5 psf 1.00 / 12 • lit:........ -15.13 psf -13.64 psf -9.88 psf 14.86 psf 23.7 psf 14.39 plf +/- 6.26 psf 23.3 psf 10 +/- 6.26 psf 13.85 ysf ......40, +l- 6.26 psf -8.87 psf 22.7 psf 15 +/- 6.26psf 13.17 psf -,-4106 • . 22.0 psf V. . 61.00 ft dB Roof 1 slope: 1:12 0.08 rads 4.76 deg Roof 2 slope: 1:12 0.08 rads 4.76 deg Press, slope 1, roof, horiz proj: 2.4 psf Press, slope 2, roof, horiz pro]: 2.4 psf c4 • ConstructionCalc, Inc Lateral Load Calculator Job No.:t20029 • Job Name: Bruner By:tkg . • • • Architect/Designer: Sterling Date: 4/28/2020 Building: house+garage .R basic 6.5 rho basic 1.0 SEISMIC LOAD CALCULATOR Seismic Factor: 0.122 (Basic.Ma Roof Snow 25 psf Fir Storage LL • Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: •Gridline: Gridline: • hse up e- hse up.n- gar e-w gar n-s , 1,2 w s _ Dim 1 36.00 40.00' • N Dim 2 61.00 28.00 Trib Area 2203.6 0.0 1123.9 0.0 0.0 • 0.0 0.0 0.0 o Dead weight,psf.1 15.0 15.0 , 15.0 r 15.0 r 15.0 i 15.0 • [ 15.0 ' 15.0 1 • wSeismic factor.; 0.122 0.122 y 0.122 I 0.122 y 0.122 0.122 ` 0.122 L 0.122 Calc'd seis load 4032.6 0.0 2056.7 1 0.0 0.0 0.0 • 0.0 0.0 . Dim 1 228.00 . 126.00 91.00 Dim 2 7.00 7.00 13.00 _ m • Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 1596.0 0.0 882.0 0.0 1183.0 ' 0.0 0.0 0.0. w Dead weight,psaI. 10.0 1 10.0 10.0 i 10.0 r 10.0 ' 10.0 [ 10.0 i 10.0 Seismic factor.; 0.122 : 0.122 0.122 ! 0.122 y 0.122 i 0.122 L 0.122 0.122 Calc'd seis load 1947.1 0.0 1076.0 0.0 1443.3 0.0 0.0 0.0 Dim 1 16.00 Dim 2 58.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 oo Trib Area 0.0 0.0 0.0 0.0 928.0 0.0 0.0 0.0 u` Dead weight,psf.i 27.0 1 27.0 r 27.0 i 27.0 r 27.0 [ 27.0 [ 27.0 I. 27.0 I Seismic factor.; 0.122 0.122 y 0.122 y 0.122 y 0.122 L 0.122 0.122 0.122 Calc'd seis load 0.0 • 0.0 0.0 0.0 3056.8 0.0 0.0 0.0 Dim 1 14.00 _ Dim 2 22.00 Mul factor 1.30 1.30 1.30 1.30 1.30 1.30 . 1.30 1.30 w Trib Area 0.0 0.0 0.0 0.0 400.4 0.0 0.0 0.0 I O Dead weight,psf.i 10.0 1 10.0 ,- 10.0 Y 10.0 i 10.0 I 10.0 [ 10.0 i 10.0 Seismic factor.i 0.122 1 0.122 y 0.122 y 0.122 1 0.122 y 0.122 0.122 0.122 Calc'd seis load 0.0 0.0 0.0 0.0 1 488.5 0.0 0.0 0.0 Other GLs 5979.7 3132.7 2989.9 • Seismic Applied V 5979.7 5979.7 3132.7 3132.7 7978.4 0.0 0.0 . 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: hse up e= hse up n- gar a-w gar n-s 1,2 0 0 • 0 w s• . Dim 1 CV Dim 2 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 , 1.00 o Trib Area 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 (I Wind psf load; 8.0 i 8.0 1 8.0 I 8.0 8.0 i 8.0 i 8.0 , .8.0 , Calc'd wind load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 62.00 53.00 , [n Dim 2 8.00 7.00 n Mul factor 1.00 1.00 1.00 . 1.00 1.00 1.00 1.00 • 1.00 • X Trib Area 496.0 371.0 0.0 0.0 0.0 0.0 0.0 0.0 w Wind psf load; 23.3 1 23.3 1 23.3 1 23.3 1 23.3 { 23.3 [ 23.3 f 23.3 Calc'd wind load 11556.8 J 8644.3 1 0.0 0.0 0.0 0.0 0.0 • 0.0 Dim 1 - 27.00 38.00 22.00 to Dim 2 7.00 8.00 13.00 v Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 • X. Trib Area 0.0 0.0 189.0 304.0 286.0 0.0 0.0 0.0 w Wind psf load! 22.0 J 22.0 y 22.0 1 22.0 1 22.0 [ 22.0 [ 22.0 [ 22.0 1 • Calc'd wind load 0.0 0.0 4158.0 6688.0 6292.0 0.0 0.0 0.0 Other GLs 3467.0 Wind Applied V 11556.8 8644.3 4158:0 6688.0 9759.0 0.0 0.0 0.0 Gridline: Gridline: Gridline: .Gridline: Gridline: Gridline: Gridline: Gridline: hse up e- hse up n- gar a-w gar n-s 1,2 0 0 0 w s Controlling V 11,557 lb 8,644 lb 4,158 lb 6,688 lb 9,759 lb 0 lb 0 lb 0 lb Controlling Force Type wind wind wind wind wind - - - ConstructionCalc, Inc Description: hse up e-w Distribution of Lateral Loads Seismic Adjustments per Grid Total V, unfactored Building: house + garage R adjust Grid Rho adj Grid Wind or Seis control? (w ore) +zinc Grid 21, use mom-res mulls, see other anlys Total V, factored 6,934 lb Adjst'd multiplier - _ - Grids 21 22, 23 Percentage V 45% 55% 0% Leftover V / grid 3,814 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 3,814 lb SumcheckNG Min. Grid Pnl 1 Pnl 2 PnI•3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10. Sum Eh PW.use Mom res mulls good for 3582. With 3.8' pnl okay, use 2PW 0.0 If #DIV/0! #DIV/0! 6.0 If 3.5 If 18.0 If 27.5 If 139 plf IPW Description: hse up n-s Seismic Adjustments per Grid Total V, unfactored Grid 2A, use mom-res mulls, see other anlys R adjust Grid Rho adj Grid Wind or Seis control? (w or e) • Total V, factored 5,187 lb Adjst'd multiplier - - • Grids 2a, 2b 2c, 2d Percentage V 50% 50% 0% Leftover V / grid 2,593 lb 2,593 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 5,187 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use Mom res mulls good for 2664, okay for entire grid. Use 2PW also. 0.0 If #DIV/0! #DlV/0! 5.5 If 2.8 If 2.8 If 3.0 If 2.5 If 1.3 If 4.7 If 22.6 If 115 plf IPW Description: gar e-w Seismic Adjustments per Grid Total V, unfactored _ ,158 R adjust Grid Rho adj Grid Wind or Seis control? (w or e)^ wind Total V, factored 2,495 lb Adjst'd multiplier - - Grids 24 25 Percentage V 50% 50% 0% Leftover V / grid 1,247 lb 1,247 lb 0'Ib 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 2,495 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 PnI 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 10.5 If • 10.5 If 119 plf 1 PW • 4.0 If 3.0 If 3.0 If 4.0 If 14.0 If 89 plf IPW Description: gar n-s Seismic Adjustments per Grid Total V, unfactored 3,388 Use strong wall portal at gar cor 2f, good for 1698, ASD R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind. Total V, factored 4,013 lb Adjst'd multiplier - - Grids 2e 2f Percentage V 50% 50% _ 0% Leftover V / grid 2,006 lb 308 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 2,315 lb SumcheckNG Min. Grid Pnl 1 Pnl 2 Pnl 3 PnI 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 5.5 If 5.5 If 5.5 If 5.5 If 22.0 If 91 plf IPW 4.0 If 4.0 If 77 plf IPW Description: 1, 2 Seismic Adjustments per Grid Total V; unfactored 9; 39 ':5 R adjust Grid Rho adj Grid Wind or Seis control? (w or e) Total V, factored 5,855 lb Adjst'd multiplier - - Grids 1,2 Percentage V 100% 0% Leftover V/ grid 5,855 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 5,855 lb Sum check OK Min. Grid • Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 2.5 If 2.5 If 2.8 If 3.0 If 3.5 If 14.3 If 409 plf 2PW ConstructionCalc, Inc Uplift Calculator i r Panel I.D. 1,2 Unit lateral load, factored, Eh, plf 409 plf UpliftRange Panel horiz. length, ft. 3.5 ft Panel ht. (mom-arm), ft. 8.0 ft Add'I uplift from upper story, Lt. end, lb Add'I uplift from upper story, Rt. end, lb Dead point load at Lt. end, lbs. 1,000 lb Dead point load at Rt. end, lbs. 1,382 lb No. AB's to help keep Lt. end down 2.0 ea. No. AB's to help keep Rt. end down 2.0 ea. Dead weight UDL, plf 691 plf Uplift Lt. end, ASD comb 7, 8 946 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! Uplift Rt. end, ASD, comb 7, 8 717 lb #DIV/0! #DIV/0! #DIV/0! #DIV/0! ConstructionCalc, Inc C' In-Plane Moment Resisting Mullion Lateral Load Calc'r Units Mull 1 Mull 2 Mull 3 Mull 4 Mull 5 Mull 6 Mull 7 Grid ID 21 -2 21 -3 21-1 2A . No of sim mullions 3 2 1 3 _ %avail for lateral Id % 70% 95% 70% 95% Fixity(top,bot, both) 1 or 2 2 2 2 2 Plate to plate ht.,ft •L 16.0 12.0 16.0 15.0 Opening ht.,ft OH 12.0 8.0 9.5 4.5 Wall ht below sill,ft h1 1.5 1.5 4.0 9.0 Wall ht above hdr,ft h2 3.0 2.0 2.0 1.5 Mullion Mat'l LVL LVL Glulam LVL No Plies 2 2 1 2 Ply width, in 1.75 1.75 5.50 1.75 Mullion.Depth, in 5.50 5.50 5.50 5.50 Opening, Lt,ft OWa 4 4 3 4 Solid wall, Lt.,ft SWa 1 1 4 2 Opening , Rt,ft OWb 4 4 12 4 Solid wall, Rt,ft SWb 1 2 0 2 Edge Nail Spcg, in 4 4 4 4 Ply on 1 side or 2? 1 or 2 1 1 1 1 Nail+sheathing 8d in 7/16 8d in 7/16 8d in 7/16. 8d in 7/16 Len,V nailing, Lt ft 5 5 7 6 0 0 0 No shear nails, Lt 15 14 21 17 #DIV/0! #DIV/0! #DIV/01 v/nail lb 120 120 120 120 #N/A #N/A #N/A V allow, nails, Lt If 1800 . 1680 2520 2040 #N/A #N/A #N/A Len,V nailing, Rt ft 5 6 12 6 0 0 0 No shear nails, Rt 15 17 36 17 #DIV/0! #DIV/0! #DIV/01 V allow, nails, Rt If 1800 2040 4320 2040 #N/A #N/A #N/A V allow, nails,T or B lb 1800 1680 2520 2040 #N/A #N/A #N/A M allow nails Bot ft lb 2700 2520 10080 18360 #N/A #N/A #N/A M allow nails Top ft lb 5400 3360 5040 3060 #NIA #NIA #NIA M allow nails Tot ft lb 8100 5880 15120 21420 #NIA #NIA #N/A Mullion"ht" in 3.50 3.50 5.50 3.50 0.00 0.00 0.00 S mullion in^3 11.23 11.23 27.73 11.23 0.00 0.00 0.00 Fb, incl 1.6 dur fac psi 4150 4150 3800 4150 #NIA #NIA #NIA M allow, mull ft lb 3883 3883 8781 3883 #N/A #NIA #N/A Controlling mullion mullion mullion mullion #N/A #N/A #N/A M allow use ft lb 3883 3883 8781 3883 #NIA #NIA #NIA V appl tot bot fix lb 268 370 732 647 #N/A #NIA #NIA V appl tot top fix lb 299 388 627 288 #N/A #NIA #N/A V max applied allow lb 1190 1441 951 2664 #NIA #NIA #NIA V allow/Grid Ib,ASD 3582 Grid 21 ,',, _ - .- , �t ProBeam Tim Garrison, P.E. dC..' :RUCTION 4 ,,.x- i'. cr'ii::r:S'; 1.- ?iir'.CltP '..1'W T! v6.0 • • Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t20029 Spans and Supports(Note,pitch and fixity,if any,not shown) - Member I.D. 30b Other Info. • 4/28/20 `� 2 4 6 10 12 14 Type? Simple span,fully braced w • • Left Cantilever Span 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, L/ Code Minimum-Normal: L/360&L/240 W 360 = 0.43 in Total, L/ 240 = 0.65 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: 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 w_ Increase Roof DL for pitch? Yes_ . Roof Pitch I 1.0 :12 I Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 16.00 ft - 240.8 lb/ft 400.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf - - Uniform Ld. 4 - - - - Uniform Ld. 5 55 psf - - Tot Unif Load - 240.8 lb/ft 400.0 lb/ft Loads Point loads are 1/10 scale - 800 - 600 400 . 200 0 -200 e 2 1 6 8 10 12 14 Glu Lam Calc'd Member Results For 3.5 x 12 Solutions Using Self Weight of Glulam 3.5 x 12, 10.7 plf Misc manufacturers• w Load Duration % Overdesign 2.5 x 12 ' 5.125 x 10.5 8.75 x 9 Moisture Medium Dry_18% w 3.5 x 12 V - Snow: 1.15 Pos Bending 40.3% 3.125 x 12 5.5 x 10.5 Press Treated? No,Not P.T. w 24F-V4,DF/DF . Neg Bending NA 3.5 x 12 6.75 x 9 Temp Cond. 100 deg F&less w Fb Pos 2,759 psi Fv 305 psi Shear 101.5%Fb Neg 2,127 psi Fcp 650 psi Span(s) Defl'n 40.8% Allow Pos Mom 19,314 ft-lb 1504.00 inA4 Cantilever(s) Defl'n NA . Allow Neg Mom -14,888 ft-lb E 1,800 ksi Calc'd member OK by: 40.3% Allow Shear 8,533 lb El 907,200 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 10.74 plf Cond's Of Use: Load Duration:1.15-Snow For 3.5 x 12 1.86 in 1.86 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,235 lb 4,235 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,635 lb 1,635 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections _ Lt Cantivr Span 1 Span 2 ' Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.650 in 0.650 in 0.650 in Max Dn Defl - -0.462 in - - - Allowed 0.650 in 0,650 in 0.650 in ProBeam v7 WC 5-23-19 • ProBeam Tim Garrison, P.E. ,)l\ ,j ' Y . ,c,, ;; „,ri __.. • ,,, ., { :: .: ,.i v6.0 'Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t20029 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 31 b, 32b • . r Other Info. 4/28/20 0,5 1 1.5 . 2 2.5 3 . 3.5 4 4.5 Type? Simple span,fully braced V • Left Cantilever Span 1 . Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.00 ft 4.00 ft Allowable Deflection, Main Spans Live Only; L/ Code Minimum-Normal: L/360&L/240 V 360 = 0.13 in Total, Ll 240 = 0.20 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: 4.00 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 w • . Increase Roof DL for pitch? Yes _w. Roof Pitch i 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 11.00 ft - 165.6 lb/ft 275.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf - - • Uniform Ld. 4 . - - - - Uniform Ld. 5 . 55 psf - - . • • Tot Unif Load - 165.6 lb/ft 275.0 lb/ft Loads Point loads are 1/10 scale • 600 400 200 0 -200 0.5 1 1.5 2 2.5 3 3.5 4 4 5 4x And Smaller (Lumber) Calc'd Member Results For 4 x 6 Solutions Using Self Weight of Sawn 4 x 6, 4.9 plf 4 x 6 v' Load Duration snow: Lis V % Overdesign 2 x 8 (4)2 x 4 Moisture Medium Dry-18% V Douglas Fir-Larch v Repetitive Use? No v. Pos Bending 122.0% (2) 2 x 5 3 x 5 Press Treated? No,Not P.T. V • No.2 V Flat Use? No ' . Neg Bending NA (3) 2 x 4 4 x 4 Temp Cond. 100 deg F&less V Fb Pos 1,345 psi Fv 207 psi Shear 198.2% Fb Neg 1,345 psi Fcp 625 psi Span(s) Defl'n 505.1% Allow Pos Mom 1,978 ft-lb 148.53 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -1,978 ft-lb E 1,600 ksi Calc'd member OK by: 122.0% Allow Shear 2,657 lb El 77,642 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.92 plf Cond's Of Use: Load Duration:1.15-Snow For4x6 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 891 lb 891 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 341 lb 341 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case . Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Dell - 0.000 in - - - Allowed 0.200 in 0.200 in 0.200 in Max Dn Defl - -0.033 in - - - Allowed. 0.200 in 0.200 in 0.200 in • ProBeam v7 WC 5-23-19 Cie, • Y `; = , , ProBeam Tim Garrison, P.E. it .`�i �?:�;, ;,{� }NN_ �} /Af �_ • �..7fi:a,'S.sj Ssju.�a7.fA:.Kr.-C._x ii:..L :41t..:.i�- '..', v6.O Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional. Job t20029 Spans and Supports(Note. pitch and fixity. if any, not shown) Member I.D. ' 40b Other Info. 4/29/20 • 3 5 t0 t5 20 • ' 5 Type? Simple span, fully braced ' _ Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 20.50 ft • 20.50 ft ' Allowable Deflection, Main Spans • . Live Only, L/ Code Minimum - Normal:.L/360&•L/240 ' 360 = 0.68 in Total, L/ 240 = 1.03 in N/A = 0.00 in Total, L/ N/A . = 0.001n • Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 20.50 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? No . Increase Roof DL for pitch? Yes ®. Roof Pitch i 1.0 :12 I Live Dead • Snow Trib. Width Live Dead Snow Uniform Ld. 4 I 40 psf I 28 psf 8.00 ft 320.0 lb/ft 224.0 lb/ft Tot Unif Load 320.0 lb/ft 224.0 lb/ft - . Partial Distributed Loads (Uniform or Trapezoidal) Measured from left end of member. Member Total Length = 20.5 ft. • Start Start End End Live Dead Snow Trib. Width Location Trib. Width Location Roof 20 psf 15 psf 1 25 psf 12.00 ft 0.00 ft 12.00 ft 5.50 ft • Floor 1 40 psf 28 psf 3.00 ft 6.00 ft 3.00 ft • 20.50 ft • Point Loads Measured from left end of member. Member Total Length = 20.5 ft. • Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 16.00 ft 7.00 ft - 1,680 lb 2,800 lb 5.50 ft Point Load 2 20 psf 15 psf 25 psf 16.00 ft 7.00 ft - 1,680 lb 2,800 lb 18.50 ft Loads • Point loads are 1/10 scale 600 • 400 0 J. ti _ . '-200 * 5 10 15 20 25 Glu Lam Calc'd Member Results For 5.5 x 18 Solutions Using Self Weight of Glulam 5.5 x 18, 25.3 plf Misc manufacturers '_ • Load Duration % Overdesign - 5.125 x 18 8.75 x 15 Moisture Medium Dry - 18% ' 5.5 x 18 ' Live: 1.00 ' Pos Bending 11.6% 3.125 x 22.5 5.5 x 18 Press Treated'? No, Not P.T. ' 24F-V4, DF/DF V Neg Bending NA 3.5 x 22.5 6.75 x 16.5 Temp Cond. 100 deg F&less ' Fb Pos 2,299 psi Fv 265 psi' Shear 53.8% Fb Neg 1,772 psi Fcp 650 psi Span(s) Defl'n 24.6% Allow Pos Mom 56,890 ft-lb 12673.00 in^4 • Cantilever(s) Defl'n NA Allow Neg Mom -43,853 ft-lb E 1,800 ksi Calc'd member OK by: 11.6% Allow Shear 17,490 lb El 4,811,400 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 25.31 plf • Cond's Of Use: Load Duration:1.0-Live For 5.5 x 18 3.07 in 3.18 in - - • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4' Max Total 10,971 lb 11,370 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 5,237 lb 5,442 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb • Min Load Case ' Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr • Max Up Defl - 0.000 in - - • - . Allowed 1.025 in 1.025 in 1.025 in Max Dn Defl - -0.823 in - - - Allowed 1.025 in 1.025 in 1.025 in ProBeam v7 WC 5-23-19 /�- tj PnoBeamm ��{�/\` ��i00K�arris0n P.E. ���� , , , important: Notches and connectors not cosidered, Dynamic loading not considered. Compliant with 2015 -2003 IBC. All designs should be checked by a competent professional. Job t28020 Spans and Supports(wvte.pitch and fixity,if*n»no,*xown) K0onmboriD. 42b Other Info. 4/20/20 5 10 15 20 2� Typo? Simple span fully braced ~� Left Cantilever Span Span Span RightConti|ever Tot Member Lenqth LonhofSpans: 20.00 ft 20.O0 # Allowable Deflection, Main Spans nr Live Only, U Code Minimum Normal: �a60&�z+O 300 = 0.67in Tota|. 0 240 = 1.00in N/A = 0l0in Tota|. 0 N/A = 0.00in Pitch if Member Being Designed is Sloped: 0.0 12 Mem True Lan: 20.00h -'- AddSalfVVoight? »s Self weight will be added u,applied oL V -- Loads: Uniform Loads Over Full Length ufMember ' Loads From Continuous Member? No �. Increase Roof DLfor pitch? YesV Roof Pitch | 1.012 | Live Dead Snow Tdb. VWdth Live Dead Snow Uniform Ld. 1 -Ronf 20 paf 15 paf 25psf 10.50ft ' 158.0lb/ft 282.5|b/ft Uniform Ld. 2 40pof 15psf ' ' Uniform Ld. 3 40psf 15pcf Uniform Ld. 4 40paf 28po 4.00ft ' 1600 |bAft 1120 |b/ft 18UO0 ' 160l) |b/ft UnihonnLd� 5 10psf � | -__-- -� Tot UnifLoad 160.0 |b/ft 430.0 |b/ft 262.5 |b/h Loads Point loads are 1n0nuew 1000 500 U ^� � �� � 10 15 20 25 / | � Ca|u'dK8emober RoouboFor 55x15 ��|u Lam . --- Solutions Using Self Weight wfG|u|ann 5.6x 15' 21.1 p|f mi,cmanvfacmrem _ nr, Load Duration Y{ Overdea\gn 2.5x21 6.125x16.5 8J6x 13.5 Moisture Medium Dry'.zx%. .~"_ s.sx.zs_ 'snv~: 1.15 _ nn PnoBanding 20.8% -3.125 x 18.5 5.5u 15 Press Treated? No, Not p�c . nv 24p-V4.op/D N� `_ nn_ eO Bending NA I5x18 6.75 x15 TempCond. umdenpmIea v FbPos 2.698 psi Fv3O5 psi Shear 118.2% FbNeg 2.080 psi Fop 850 psi Spon(n) DnO'n 0.7% Allow PosMom 48.383ft-|b { 1546.88 in^4 Can0ever(s) Dofl'n NA Allow Neg Mom -35.754ft-lb E 1.800 ksi Ca|n'd member OKby: OJ% � Allow Shear 18.761 |b B 2.784.375 ks| Controlling criteria is: DeO '8pan � Req'dBaehng Support Support Support Support 4 Self Wt21.Ogplf Cnnd's Of Use: Load Duration: .15-Snmw For 5.5x 15 2.15 in 2.16 in { Reactions Support Support Support Support 4 Mmnoanto Support 1 Support Support 3 Support 0M�|b 0��b O ��|b 00Ab Max Total 7'680 |b 7.680 |b ' - Min Total 4'511 |b 4'511 |b ' ' Oft-|b Oft-|b Oft-|b Oft-|b Min Load Case Deflections LtCandvr Span1 Span Span RLCa'n8vr Max Up DeU ' 0.000in ' ' ' Allowed 1.000in 1,000in 1.000in Max DnDa0 '0.093in Allowed 1.000 in 1.000 in 1.080 in Pno8eomv7VVC5'23- Q 1 i • ProBeam Tim Garrison, P.E. tc J5i RUCTION Aig#• • ..,._ :JN• x:- O�:H ai 1- 1'" Lf.f.� rmi tv6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional. Job t20029 Spans and Supports (Note. pitch and fixity. if any. not shown) Member I.D. 43b ( " " Other Info. 4/29/20 2 4 6 . . 8 10 1 Type? Simple span, fully braced v • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 10.50 ft. 10.50 ft ' • Allowable Deflection, Main Spans Live Only, L/ Code Minimum - Normal: L/360& L/240 V . 360 = 0.35 in Total, LJ 240 = 0.53 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: 10.50 ft Add Self Weight? Yes - Self weight will be added to applied DL V Loads: Uniform Loads Over Full Length of Member _ r i Loads From Continuous Member? No w Increase Roof DL for pitch? Yes " Roof Pitch I 1.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 3 60 psf 10 psf 1.00 ft 60.0 lb/ft 10.0 lb/ft Tot Unif Load 60.0 Iblft 10.0 lb/ft - Partial Distributed Loads (Uniform or Trapezoidal). Measured from left end of member. Member Total Length = 1 G.5 ft. • Start Start End End Live Dead Snow Trib. Width Location Trib. Width Location Roof 20 psf 25 psf 25 psf 3.00 ft 0.00 ft 3.00 ft 4.50 ft Floor 1 40 psf 28 psf 1.00 ft 0.00 ft 1.00 ft 4.50 ft • Point Loads • Measured from left end of member. Member Total Length = 10.5 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 4 5,680 lb 2,000 lb 4.60 ft i . . Loads Point loads are 1/10 scale. 600 400 . 200 I . 0 /`, I -- -200• T 2 4 6 8 10 12 . • 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 plf Misc manufacturers V Load Duration % Overdesign 2.5 x 16.5 5.125 x 12 8.75 x 9 Moisture Medium Dry - 18% V 5.5 x 10.5 V Snow: 1.15 V Pos Bending 6.9% 3.125 x 13.5 5.5 x 10.5 Press Treated? Yes, P.T. V 24F-V4, DF/DF V 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 122.8% Fb Neg 2,127 psi Fcp 650 psi Span(s) Defl'n 32.3% Allow Pos Mom 23,242 ft-lb 1530.58 inA4 Cantilever(s) Defl'n NA I Allow Neg Mom -17,916 ft-lb E 1,800 ksi Calc'd member OK by: 6.9% Allow Shear 11,733 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 Cond's Of Use: Load Duration:1.15-Snow For 5.5 x 10.5 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 5,266 lb 3,947 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb . Min Total 1,618 lb 1,106 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 0.525 in 0.525 in 0.525 in • Max Dn Defl - -0.369 in - - - Altowed 0.525 in 0.525 in 0.525 in ProBeam v7 WC.5-23-19 l -77 :4:, .y .- �, ProBeam • Tim Garrison, P.E. .�=.3{�% i5tP U T-PP+.Ai ' Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t20029• Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 44b / , J Other Info. 4/29/20 T 2 4 6 8 tO t2 14 16 18 2' Type? Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length ' Lenth of Spans: . . 18.50 ft • 18.50 ft Allowable Deflection, Main Spans __ • Live Only, L/ Code Minimum-Normal: L/360&L/240 v • 360 = 0.62 in Total, L/ 240 = 0.93 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: 18.50 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 7 Increase Roof DL for pitch? Yes v_ Roof Pitch I 1.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 3 60 psf 10 psf 8.00 ft 480.0 lb/ft 80.0 lb/ft • Tot Unif Load 480.0 lb/ft 80.0 lb/ft - Loads . ' Point loads are 1/10 scale 600 • 400 200 0 -200 2 4 6 8 . 10 12 14 16 18-, 20 Glu Lam Calc'd Member Results For 5.5 x 15 Solutions Using Self Weight of Glulam 5.5 x 15, 21.1 plf Misc manufacturers v Load Duration % Overdesign • • 2.5 x 18 5.125 x 15 8.75 x 12 Moisture Medium Dry- 18% V 5.5 x 15 - V Live: 1.00 V Pos Bending 63.5% - 3.125 x 16.5 5.5 x 15 Press Treated'? Yes, P.T. V 24F-V4,DF/DF V Neg Bending NA 3.5 x 16.5 6.75 x 13.5 Temp Cond. 100 deg F&less v Fb Pos 2,365 psi Fv 265 psi Shear 171.2% Fb Neg 1,823 psi Fcp 650 psi Span(s)Defl'n 35.7% Allow Pos Mom 40,649 ft-lb 11546.88 inA4 Cantilever(s)Defl'n NA Allow Neg Mom -31,333 ft-lb E 1,800 ksi • Calc'd member OK by: 35.7% Allow Shear 14,575 lb El 2,784,375 ksi Controlling criteria is: Defl-Span • Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 21.09 plf Cond's Of Use: Load Duration:1.0-Live For 5.5 x 15 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 5,375 lb 5,375 lb - - 0•ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 935 lb 935 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb • Min Load Case . Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr • Max Up Defl - 0.000 in - - - Allowed 0.925 in 0.925 in 0.925 in Max Dn Defl - -0.550 in - - • - Allowed 0.925 in 0.925 in 0.925 in • • ProBeam v7 WC 5-23-19 r /1-- ,,`:4.__ f a ProBeam Tim Garrison, P.E. 'NS Ruc ll N 'AL.� a".:x' `brit Nax a_u: i, '_ .N °x v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t20029 ' Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 20h . • Other Info. 4/30/20 • 6 0.5 1 1.5 2 2.5 3 3.5 Type? Simple span,fully braced v . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 3.00 ft . 3.00 ft • Allowable Deflection, Main Spans . Live Only, L/ Code Minimum-Normal: L/360&L/240 v 360 = 0.10 in Total, L/ 240 = 0.15 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: 3.00 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 v Increase Roof DL for pitch? Yes _•_ Roof Pitch 1 1.0 :12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - . - - Uniform Ld. 2 '10 psf 15 psf - - Uniform Ld. 3 60 psf 10 psf - - Uniform Ld. 4 40 psf 28 psf 12.00 ft 480.0 lb/ft 336.0 lb/ft Uniform Ld. 5 10 psf - - Tot Unif Load 480.0 lb/ft 336.0 lb/ft - • i Loads Point loads are 1/10 scale • • 1000 500 . 0 500 0.5 1 1.5 * 2 2.5 3 3 5 • 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 v : Load Duration Live: 1.00 V % Overdesign 2 x 8 (4)2 x 4 Moisture Medium Dry-18% i Douglas Fir-Larch v Repetitive Use? No V Pos Bending 28.3% ' (2) 2 x 5 3 x 6 Press Treated? No,Not P.T. V No.2 V Flat Use? No V Neg Bending NA (3) 2 x 4 4 x 5 Temp Cond. 10.0 deg F&less Fb Pos 1,079 psi Fv 180 psi Shear 6.3% Fb Neg 1,079 psi Fcp 625 psi Span(s) Defl'n 666.1% Allow Pos Mom 1,182 ft-lb 147.63 in^4 Cantilever(s) Defl'n NA . Allow Neg Mom -1,182 ft-lb E 1,600 ksi Calc'd member OK by: 6.3% Allow Shear 1,305 lb • El 76,216 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.78 plf Cond's Of Use: Load Duration:1.0-Live For2x8 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,228 lb 1,228 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 508 lb 508 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed . 0.150 in 0.150 in 0.150 in • Max Dn Defl - -0.020 in - - - Allowed 0.150 in 0.150 in 0.150 in . ProBeam v7 WC 5-23-19 l Tim Garrison, P.E. C'i:a fe: C•z s N{ -, ALC ProBeam . • ;a , ,.3 ss-;: i~z'3 v6.0 l. . . Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional, Job t20029 Spans and Supports(Note,pitch and fixity,if any,not shown) - Member I.D. 20h case ( Other Info. 4/30/20 •�,' A-• - 0:5 1 1.5 2- 2.5 3- 3.5 4 4.5 Type? Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length • • Lenth of Spans: 4.00 ft 4.00 ft Allowable Deflection, Main Spans • Live Only, L/ Code Minimum-Normal:L/360&L/240 v 360 = 0.13 in Total, L/ . 240 = 0.20 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped:j0.0 :12 Mem True Len: 4.00 ft • Add Self Weight'? Yes-Self weight will be added to applied DL i Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? No w Increase Roof DL for pitch? Yes •_ Roof Pitch 1 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf' 25 psf 0.00 ft - - - Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 60 psf 10 psf - - Uniform Ld. 4 40 psf 28 psf 6.50 ft 260.0 lb/ft 182.0 lb/ft Uniform Ld. 5 . 10 psf - - • Tot Unif Load 260.0 lb/ft 182.0 lb/ft 1 • Loads Point loads are 1/10 scale 600 t 1 400 • • 200 • 0 200 0.5 1 1.5 2 2.5 3 3.5 4 4 5 4x And Smaller (Lumber) • Calc'd Member Results For 2 x 8 . Solutions Using Self Weight of Sawn 2 x 8, 2.8 plf 2 x 8 _ v : Load Duration Live: 1.00 ♦ % Overdesign 2 x 8 • (4) 2 x 4 Moisture Medium Dry-_18% V Douglas Fir-Larch- _ v Repetitive Use? No s: Pos Bending 32,9% • (2)2 x 5 3 x 6 - Press Treated? No,Not P.T. V No.2 V, Flat Use? No v Neg Bending NA (3) 2 x 4 4 x 5 _ Temp Cond. too deg E&Tess w Fb Pos 1,079 psi Fv 180 psi • Shear 46.7% Fb Neg 1,079 psi Fcp 625 psi Span(s)Defl'n 495.0% Allow Pos Mom 1,182 ft-lb 147.63 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -1,182 ft-lb E 1,600 ksi Calc'd member OK by: 32.9% Allow Shear 1,305 lb El 76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 ' Support 2 Support 3 Support 4 Self Wt 2.78 plf For 2 x 8 Cond's Of Use: Load Duration:1.0-Live 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 890 lb 890 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 370 lb 370 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Candy,- Max Up Defl - 0.000 in - - - Allowed 0.200 in 0.200 in 0.200 in Max Dn Defl - -0.034 in - - - Allowed 0.200 in 0.200 in 0.200 in ProBeam v7 WC 5-23-19 . • • ;Y- ''. ProBeam Garrison, P.E. , 1' csf RU T t.ON`. .1,°''4?..0 Tim m C a _,� _ � 1 'i:37:27, y v6.0 ;1'` rh „ids'G s• , za Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t20029 Spans and Supports(Note,pitch and fixity,if any,not shown) • Member I.D. 21h - /\. Other Info. 4/28/20 . 1 2 3 4 5 Type? Simple span,fully braced V Left Cantilever Span 1 • Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 5.00 ft 5.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 v 360 = 0.17 in Total, L/ 240 = 0.25 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: 5.00 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 7_, Increase Roof DL for pitch? Yes v Roof Pitch I 1.0 :12 Live - Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 13.50 ft - 203.2 lb/ft 337.5 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf - _ Uniform Ld. 4 - • - - - Uniform Ld. 5 - 55 psf - - Tot Unif Load - 203.2 lb/ft 337.5 lb/ft Loads . Point loads are 1/10 scale 600 400 200 • • 0 200 1 2 • 3 4 5 6 4x And Smaller (Lumber) Calc'd Member - Results For 2 x 12 Solutions Using Self Weight of Sawn 2 x 12, 4.3 plf 2 x 12 V Load Duration Snow: 1.15 V % Overdesign 2 x 10 (4) 2 x 5 Moisture Medium Dry-18% V Douglas Fir-Larch v Repetitive Use? No v Pos Bending 60.1% (2) 2 x 8 3 x 8 Press Treated? No,Not P.T. V No.2 _ V Flat Use? No v Neg Bending NA (3) 2 x 5 4 x 6 Temp Cond. No deg F&less vJ Fb Pos 1,034 psi Fv 207 psi Shear 70.9% Fb Neg 1,034 psi Fcp 625 psi Span(s) Defl'n 828.9% Allow Pos Mom 2,726 ft-lb 1 177.98 in"4 Cantilever(s) Defl'n NA Allow Neg Mom -2,726 ft-lb - E 1,600 ksi Calc'd member OK by: 60.1% Allow Shear 2,329 lb El 284,766 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 plf • Cond's Of Use: Load Duration:1.15-Snow For 2 x 12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,363 lb 1,363 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 519 lb 519 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 - Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.250 in 0.250 in 0.250 in Max Dn Defl - -0.027 in - - - Allowed 0.250 in 0.250 in 0.250 in ProBeam v7 WC 5-23.-19 G 11 • • i' �,- r , tt's ,`: t ProBeam Tim Garrison, P.E. .::_:~ WSL _uc 1 r� r- .:,.A�_C . k!'-..'.S..-4,1-. ,.. 5flif,J-..f.: ,.it,t.':•-iii,:,- -,, .a v6.0 Important: Notches and.connectors not cosidered. Dynamic loading not considered, Compliant with 2015 -2003 IBC.All designs should be checked by a competent professional. Job t20029 Spans and Supports(Note,pitch and fixity,if any, not shown) Memberl.D. 21h i(-Se-1, Other Info. 4/30/20 Clr:5 1 1.5 2.3 3 3.5 4 4.5 • Type? Simple span,fully braced • v Left Cantilever • Span 1 Span 2 Span 3 Right Cantilever Tot Member Length. Lenth of Spans: 4.00 ft 4.00 ft Allowable Deflection, Main Spans Live Only,.L/ Code Minimum-Normal: L/360&L/240 v • 360 = 0.13 in Total, L/ 240 = 0.20 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: 4.00 ft Add Self Weight? Yes-Self weight will be added to applied DL 7 • Loads: • Uniform Loads Over Full Length of Member • Loads From Continuous Member? No v Increase Roof DL for pitch? Yes Roof Pitch ! 1.0 :12 • Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - - Uniform Ld. 2 40 psf 15 psf - . Uniform Ld. 3 60 psf 10 psf - - • Uniform Ld. 4 40 psf 28 psf 13.00 ft 520.0 lb/ft 364.0 lb/ft Uniform Ld. 5 - 10 psf • - - - Tot Unif Load 520.0 lb/ft 364.0 lb/ft - d Loads -. - Point loads are 1/10 scale • 1000 500 0 Y -500 w 0.5 1 1.5 2 2.5. 3 3.5 4 4 5 4x And Smaller (Lumber) Calc'd Member Results For 2 x 12 Solutions Using Self Weight of Sawn 2 x 12,4.3 plf 2 x 12 v Load Duration Live: 1.00 v , % Overdesign 2 x 12 (4)2 x 5 Moisture Medium Dry-180/0v Douglas Fir-Larch v . Repetitive Use? No v ; Pos Bending 33.5% (2) 2 x 8 3 x 8 Press Treated'? No,Not P.T. v No.2 _ v: Flat Use? No of Neg Bending NA (3) 2 x 6 4 x 8 Temp Cond. 100 deg F&less v Fb Pos 899 psi Fv 180 psi Shear 14.0% Fb Neg 899 psi Fcp 625 psi . Span(s) Defl'n 1013.1% . . Allow Pos Mom 2,371 ft-lb 1177.98 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -2,371 ft-lb E 1,600 ksi n Calc'd member OK by: 14.0% Allow Shear 2,025 lb El 284,766 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 plf For 2 x 12 Cond's Of Use: Load Duration:1.0-Live . 1.90 in 1.90 in - - Reactions Support 1 . Support 2 Support 3 Support 4 Moments Support 1 'Support 2 Support 3 • Support 4 Max Total 1,777 lb 1,777 lb - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb - Min Total 737 lb 737 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case • Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.200 in 0.200 in 0.200 in Max Dn Defl - -0.018 in - - • - Allowed 0.200 in 0.200 in 0.200 in ProBeam v7 WC 5-23-19 . • • Tim Garrison, P.E. •t...� �`-i Jsj. -�5%ri u :i\i'' .. 5 ProBeam s 'ti ) ,':,Z z''t.r` i v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 -2003 IBC. All designs should be checked by a competent professional. Job t20029 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 21h case Z.- Other Info. 4/30/20 1 2 3- 4 5 Type? Simple span,fully braced s Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 5.00 ft . • 5.00 ft Allowable Deflection, Main Spans • Live Only, L/ Code Minimum-Normal:L/360&L/240 s • 360 = 0.17 in Total, L/ 2400 = 0.25 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: 5.00 ft Add Self Weight'? Yes-Self weight will be added to applied DL s Loads: . • Uniform Loads Over Full Length of Member . • Loads From Continuous Member? No Increase Roof DL forpitch? Yes 1.0 :12 - ___ Roof Pitch l Live Dead Snow Trib.Width Live Dead Snow , Uniform Ld. 1 - Roof 20 psf .15 psf 25 psf - 0.00 ft - - - Uniform Ld. 2 40 psf 15 psf - - • Uniform Ld. 3 60 psf 10 psf - - Uniform Ld. 4 40 psf 28 psf 10.00 ft 400.0 lb/ft 280.0 lb/ft Uniform Ld. 5 10 psf - - Tot Unif Load 400.0 lb/ft 280.0 lb/ft - 1 • • Loads • Point loads are 1/10 scale 1000 500 0 -500 1 2 3 4 5 • 6 4x And Smaller (Lumber) Calc'd Member Results For 2 x 12 Solutions Using•Self Weight of Sawn 2 x 12, 4.3 plf 2 x 12 v Load Duration Live: 1.00 ♦ ' % Overdesign 2 x 12 (4) 2 x 6 Moisture Medium Dry-180/0 v Douglas Fir-Larch v Repetitive Use? No V Pos Bending 10.9% (2) 2 x 8 3 x 10 Press Treated? No,Not P.T. s No.2 _- s Flat Use? No : Neg Bending NA (3) 2 x 6 4 x 8 . Temp Cond. 100 deg F&less s Fb Pos 899 psi Fv 180 psi Shear 18.4% Fb Neg 899 psi Fcp 625 psi Span(s) Defl'n 639.8% Allow Pos Mom 2,371 ft-lb 1177.98 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -2,371 ft-lb E 1,600 ksi Calc'd member OK by: 10.9% • Allow Shear 2,025 lb El 284,766 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 plf Cond's Of Use: Load Duration:1.0-Live For 2 x 12 1.82 in 1.82 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 - Support 4 Max Total 1,711 lb 1,711 lb - - . 0 ft-lb 0 ft-lb . 0 ft-lb 0 ft-lb Min Total 711 lb 711 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr • Max Up Defl - 0.000 in - - - Allowed 0.250 in 0.250 in 0.250 in Max Dn Defl - -0.034 in - - - Allowed 0.250 in 0.250 in 0.250 in ProBeam v7 WC 5-23-19 6l5. • ProBeam Tin Garrison, P.E. . :,i ic. N',I5�RUCTIONx ALC !;L ?- :r - s s. : 2i Piraxxx. 51 v6.0 • Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional. Job t20029 Spans and Supports pports(Note,pitch and fixity, if any, not shown) Member I.D. 24h Other Info. 4/28/20 _ r 2- 3 4 6- 7 8 -9\ ro Type? Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 . Right Cantilever Tot Member Length • - Lenth of Spans: 9.00 ft 9.00 ft Allowable Deflection, Main Spans 4 • - • Live Only, L/ Code Minimum -Normal: L/360&L/240 • 360 = 0.30 in Total, L/ 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 V • Loads: Uniform Loads Over Full Length of Member . Loads From Continuous Member? No - ''' Increase Roof DL for pitch? Yes_ .. Roof Pitch I 1.0 :12 Live Dead Snow • Trib. Width Live Dead Snow - Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 13.50 ft - 203.2 lb/ft 337.5 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 40 psf 15 psf - - Uniform Ld. 4 - - - - Uniform Ld. 5 55 psf - - Tot Unif Load - • 203.2 lb/ft 337.5 lb/ft Loads • Point loads are 1/10 scale 600 400 200 . 0 - - -200 1 2 3 4 5 6 7 8 9 10 I I . 4x And Smaller (Lumber) • Calc'd Member Results For 4 x 12 Solutions Using Self Weight of Sawn 6 x 10, 13 plf 4 x 12 Load Duration snow: 1.15 r % Overdesign 4 2 x 10 Moisture Medium Dry18% - __-_ - --I _ __ ° - (4) ry - 18/o • ; Douglas Fir-Larch _ Repetitive Use? No _ W ; Pos Bending 24.9/° (2) 2 x 14 3 x 14 Press Treated? No, Not P T. �J No. Flat Use? No ♦ Neg Bending NA (3) 2 x 10 4 x 12 Temp Cond. 100 deg F&less v Fb Pos 1,138 psi Fv 207 psi Shear 118.1% Fb Neg 1,138 psi Fcp 625 psi Span(s)Defl'n 265.8% Allow Pos Mom 7,003 ft-lb 1415.28 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -7,003 ft-lb E 1,600 ksi Catc'd member OK by: 24.9% Allow Shear 5,434 lb El 664,453 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 10.07 plf Cond's Of Use: Load Duration:1.15-Snow For 4 x 12 1.50 in 1.50 in - - 6x And Larger (Timber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 6 x 10, 13 pif 6 x 10 w ' Load Duration Snow: 1.15 W % Overdesign 6 x 10 - 12 x 12 Moisture Medium Dry.- 18% r Douglas Fr-Larch ._ Repetitive Use? No V. . Pos Bending 17.3% 8 x 10 14 x 14 Press Treated? No, Not P.T. • , WCLts_ No. 2 - w Flat Use'? No W Neg Bending NA 10 x 10 16 x 16 Temp Cond. 100 deg F&less w Fb Pos 1,006 psi Fv 196 psi Shear 166.1% Fb Neg 1,006 psi Fcp 600 psi Span(s) Defl'n 159.6% Allow Pos Mom 6,576 ft-lb 1362.75 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -6,576 ft-lb E 1,300 ksi Calc'd member OK by: 17.3% • Allow Shear 6,631 lb El 471,574 ksi Controlling criteria is: Pos Bending Req'd Bearing For 6 x 10 Support 1 1.50 in Support 2 1.50 in Support 3 - Support 4 Self Wt 13.01 plf - Cond's Of Use: Load Duration:1.15-Snow • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,492 lb 2,492 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 973 lb 973 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.450 in 0.450 in 0.450 in Max Dn Defl - -0.173 in - - - Allowed 0.450 in 0.450 in 0.450 in ProBeam v7 WC 5-23-19 • Tim Garrison, P.E. -,.y ProBeam . •',..: . . tr -_; ;,1- 0:rf Cf :L= v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t20029 • Spans and Supports pports(Note,pitch and fixity,if any,not shown) Member I.D. 26h f Other Info. 4/30/20 1 2 3 4 5 6 # Type? Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 • V 360 = 0.20 in Total, L/ 240 = 0.30 in N/A i = 0.00 in Total, L/ N/A = 0.00 in 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_ !. Increase Roof DL forpitch? Yes . 1 1.0 :12 Roof Pitch • Live Dead Snow Trib.Width Live Dead Snow 1 Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - • - - Uniform Ld. 2 40 psf 15 psf - - . Uniform Ld. 3 •. 60 psf 10 psf - - Uniform Ld. 4 40 psf • 28 psf 12.00 ft 480.0 lb/ft 336.0 lb/ft Uniform Ld. 5 10 psf - - Tot Unif Load 480.0 lb/ft 336.0 Iblft - 1 . Loads Point loads are 1/10 scale 1000 500 0 -500 1 2 3 4 5 6 4x And Smaller (Lumber) Calc'd Member • Results For(2) 2 x 10 Solutions Using Self Weight of Sawn (2)2 x 10, 7.1 plf (2)2 x 10 . . Load Duration Live: 1.00 rr •% Overdesign - (4)2 x 8 Moisture Medium Dry-18% V Douglas Fir-Larch v Repetitive Use? No V_ Pos Bending -5.0% t/ (2) 2 x 12 3 x 12 Press Treated? No,Not P.T. V ,' No.2 _ v ; • Flat Use? No y V , Neg Bending NA OP (3) 2 x 10 4 x 10 Temp Cond. 100 deg F&less s Fb Pos 990 psi Fv 180 psi Shear 34.9% Fb Neg 990 psi Fcp 625 psi Span(s)Defl'n 295.7% Allow Pos Mom 3,529 ft-lb 1197.86 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -3,529 ft-lb • E 1,600 ksi Calc'd member FAILS by: -5.0% Allow Shear 3,330 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 • Self Wt 7.09 plf Cond's Of Use: Load Duration:1.0-Live For(2)2 x 10 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 2,469 lb 2,469 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,029 lb 1,029 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case • Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.076 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam v7 WC 5-23-19 • C7.- tir`; ProBeam Tim Garrison, P.E. , c) isi Rt./CTtON'' Af t t:e:.'i-7:. .t�._ 7- v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t20029 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 26h case 2 1 Other Info. . 4/30/20 f 2 3 4 Type? Simple span,fully braced v . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft . Allowable Deflection, Main Spans Live Only, LI Code Minimum-Normal:L/360&L/240 w - • 360 = 0.20 in Total, L/ 240 = 0.30 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: 6.00 ft • i Add Self Weight? Yes-Self weight will be added to applied DL i Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No ". Increase Roof DL for pitch? Yes . Roof Pitch I 1.0 :12 , Live Dead . Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 10.00 ft - 150.5 lb/ft 250.0 lb/ft Uniform Ld. 2 40 psf • 15 psf - - Uniform Ld. 3 60 psf 10 psf - - Uniform Ld. 4 40 psf 28 psf 10.00 ft 400.0 lb/ft 280.0 lb/ft Uniform Ld.'5 10 psf - - Tot Unif Load 400.0 lb/ft 430.5 Iblft 250.0 lb/ft 1 - Loads r Point loads are 1/10 scale • 1500 1000 - • 500 • 0 . f, -500 1 2 3 4 5 6 ' 4x And Smaller (Lumber) . Calc'd Member Results For(2)2 x 10 Solutions Using Self Weight of Sawn (2) 2 x 10, 7.1 plf • (2)2 x 10 w Load Duration Snow: 1.15 W % Overdesign - (4)2 x 8 Moisture Medium Dry-18% - Douglas Fir-Larch v Repetitive Use? No V i Pos Bending -2.6% (2) 2 x 12 3 x 12 Press Treated? No,Not P.T. w: No. 2 v Flat Use? No Neg Bending NA (3) 2 x 10 4 x 10 Temp Cond. WO deg F&less w Fb Pos 1,138 psi Fv 207 psi Shear 38.0% Fb Neg 1,138 psi Fcp 625 psi Span(s)Defl'rt- 252.1% Allow Pos Mom 4,058 ft-lb 1197.86 in'4 Cantilever(s) Defl'n NA • Allow Neg Mom -4,058 ft-lb . E 1,600 ksi Calc'd member FAILS by: -2.6% . Allow Shear 3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7.09 plf For(2) 2 x 10 1.50 in 1.50 in - - Cond's Of Use: Load Duration:1.15-Snow • • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,775 lb 2,775 lb - - 0 ft-lb 0 ft-lb • 0 ft-lb 0 ft-lb Min Total 1,313 lb 1,313 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 . Rt Cantivr . Max Up Defl - 0.000 in - - - Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.085 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam v7 WC 5-23-19 • s x. ProBeam .Tim Garrison, P.E. .......R..T9. e A� C- Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. Job t20029 Spans and Supports(Note,pitch and fixity,if any,not shown) . Member I.D, rafter worst case • Other Info. 4/28/20 Type? •Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length - •Lenth of Spans: 19.00 ft 19.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 V 360 = 0.63 in. Total, L/ 240 = 0.95 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: 19.00 ft Add Self Weight? No-Self weight is included In applied DL •r► Loads: - . Uniform Loads Over Full Length of Member Loads From Continuous Member? No _ . Increase Roof DL for pitch? Yes _ v • Roof Pitch I 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 2.00 ft - 30.1 lb/ft • 50.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - • Uniform Ld. 3 40 psf 15 psf - - . Uniform Ld. 4 - - - - Uniform Ld. 5 55 psf - - J Tot Unif Load - 30.1 lb/ft 50.0 lb/ft • i Loads • Point loads are 1/10 scale 100 50 • 0I A A 0 2 4 ' 6 8 10 12 14 16 18 210 -50 I-Joist Calc'd Brand . BCI-Boise Cascade v , • Results For 11-7/8" BCI 6000 1.8 Calc'd Member ii-7/8"BCI 60001.8 V • % Overdesign Acceptable Solutions Load Duration Snow: 1.15 v ' Pos Bending 29.2% 11.7/8" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: Min 1.75',w/o web stiffner . . Neg Bending NA 11-7/8" BCI 6000 1.8 - Brng @ Mid-Supports: (No Mid Support) v Shear 153.1% 11-7/8" BCI 6500 1.8 - Allow Pos Mom. 4,669 ft-lb Allow Shear 1,926 lb Span(s) Defl'n 21.5% 11-718" BCI 60 2.0 Allow Neg Mom. 4,669 ft-lb El 320,000 ksi Cantivr(s)Defl'n NA Allow End Rxn 1,175 lb Bearing 54.4% Allow Mid Rxn 2,500 lb Calc'd member OK by: 21.5% Self Wt 2.50 plf Controlling criteria is: Defl - Span • Cond's Of Use: Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 761 lb 761 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 286 lb 286 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defi - 0.000 in - - - • Allowed 0.950 in 0.950 in 0.950 in . Max Dn Defl - -0.734 in - - • - • • Allowed 0.950 in 0.950 in 0.950 in ProBeam v7 WC 5-23-19 • ,: : •cam. . , - •:] ProBeam . . • Tim Garrison, P.C. v�,�',..: ��S'. RUCTION"I. ALC 1 g -r-QS 1 ' ;.a. g* v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional. Job • , t20029 Spans and Supports(Note, pitch and fixity. if any, not shown) • Member I.D. deck joist Other Info. • 4/29/20 ' Type? Cantilever(s), multiple spans, fixity, or not braced . T 2 4 6 8 10 1- 14 16 . • Cantilevers? Right Cantilever .' Number of Main Spans One Main Span s ' v - - Fix Left End of Main Span? . No, Leave it Pinned v . • Fix Right End of Main Span? NA- Right End Is Cantilever - V • • Left Cantilever . Span 1 Span 2 Span 3 Right Cantilever - Tot Member Length Lenth of Spans: 12.00 ft 2.00 ft 14.00 ft Top of Beam Lateral Support Continuous - v Top of Beam, Max Unbraced Length 0.10 ft ' Bottom of Beam Lateral Support Continuous w Bottom of Beam, Max Unbraced Length 0.10 ft • Allowable Deflection, Main Spans • - Allowable Deflection, Cantilevers • Extra Stiff: L/600&L/480 • '► Code Minimum - Roof Mems, No Ceiling: L/360&L/240 V Live Only, L/ Live Only, L/ 600 = 0.24 in Total, L/ 480 = 0.30 in 360 = 0.07 in Total, L/ 240 0.10 in - Pitch if Member Being Designed is Sloped: 0.0 :12. Mem True Len: 14.00 ft Add Self Weight? No - Self weight is included In applied DL V Loads: - • . Uniform Loads Over Full Length of Member - Loads From Continuous Member? No ' Increase Roof DL for pitch? Yes 7_ Roof Pitch 1.0 :12 l Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 15 psf - Uniform Ld: 3 40 psf 15 psf - - Uniform Ld. 4 • 40 psf 28 psf 1.30 ft 52.0 lb/ft 36.4 lb/ft • Uniform Ld. 5 55 psf • - Tot Unif Load 52.0 lb/ft 36.4 lb/ft - Loads Point loads are 1/10 scale • 100 • 50 0 • ---- v 0 2 4 6 8 10 12 14 16 -50 4x And Smaller (Lumber) Calc'd Member Results For 2 x 12 Acceptable Solutions 2 x 12 V Load Duration Live: 1.00 V % Overdesign 2 x 12 (4) 2 x 8 Moisture Medium Dry- 18% V Douglas Fir-Larch V Repetitive Use? Yes _ V Pos Bending 40.3% (2) 2 x 10 3 x 10 Press Treated? Yes, P.T. _ V No. 2 V Flat Use? No V Neg Bending 1133.9% (3) 2 x 8 4 x 10 Temp Cond. 10o deg F&less V Fb Pos 827 psi Fv 144 psi Shear 197.2% Fb Neg 827 psi Fcp 625 psi Span(s) Defl'n 102.3% Allow Pos Mom 2,182 ft-lb 1177.98 inA4 Cantilever(s) Defl'n 29.7% Allow Neg Mom -2,182 ft-lb E 1,520 ksi Calc'd member OK by: 29.7% Allow Shear 1,620 lb El 270,527 ksi Controlling criteria is: Defl - Cantivr Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 4.31 plf Cond's Of Use: Load Duration:1.0-Live For 2 x 12 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 524 lb 722 lb - - 0 ft-lb -73 ft-lb 0 ft-lb 0 ft-lb Min Total 204 lb 297 lb - - 0 ft-lb -177 ft-lb 0 ft-lb 0 ft-lb Min Load Case . Deflections Lt Cantivr 'Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - 0.077 in Allowed 0.300 in 0.300 in 0.300 in Max Dn Defl - -0.148 in - - 0.000 in Allowed 0.300 in 0.300 in .0.300 in - • ProBeam v7 WC 5-23-19 . • � f',isf r?'Ucrt�.' N -,, L.0 ProBeam Tim Garrison, P.E. , -.s f,, --T7.enM�r�:. ii't i,V6 v6.0 . is Important:Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC.All designs should be checked by a competent professional. Job t20029 Spans and Supports(Note,pitch and fixity,if any,not shown) Member.I.D. floor joist worst case , Other Info. 4/29/20 2 4 e 8 t0 t2 t4- t'6 Type? Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.50 ft • 14.50 ft Allowable Deflection, Main Spans Live Only, L/ Extra Stiff: L/600&L/480 v 600 = 0.29 in Total, L/ 480 = 0.36 in N/A = 0.00 in Total, L/ N/A = 0.00 in • Pitch if Member Being Designed is Sloped: 0.0 :1.2 Mem True Len: 14.50 ft Add Self Weight? No-Self weight is included In applied DL V Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member?. No ' Increase Roof DL for pitch? Yes 7 Roof Pitch I 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - Uniform Ld 2 40 psf 15 psf - - • Uniform Ld. 3 - 40 psf 15 psf - - . Uniform Ld. 4 40 psf 28 psf 1.30 ft 52.0 lb/ft 36.4 lb/ft Uniform Ld. 5 55 psf - - Tot Unif Load 52.0 lb/ft 36.4 lb/ft - Loads Point loads are 1/10 scale 100 - 50 .0 0 2 4 6 8 10 12 14� 16 -50 I-Joist Calc'd Brand BCI-Boise Cascade v Results For 11-7/8" BCI 6000 1.8 Calc'd Member 11-7/8"BCI 6000 1.8 V % Overdesign Acceptable Solutions Load Duration Live: 1.00 V Pos Bending 74.8% 14" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: Min 1.75",w/o web stiffner V Neg Bending NA t • Shear 161.4% I 11-7/8' BCI 6000 1.8 - Brng @ Mid-Supports: (No Mid support) v 11-7/8" BCI 6500 1.8 - Allow Pos Mom. 4,060 ft-lb Allow Shear 1,675 lb Span(s) Defl'n 18.6% i 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 1,175 lb Bearing 83.3% Allow Mid Rxn 2,500 lb Calc'd member OK by: 18.6% Self Wt 2.50 plf Controlling criteria is: Defl -Span 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 641 lb 641 lb • - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb • Min Total 264 lb 264 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 • Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.363 in 0.363 in 0.363 in Max Dn Defl - . -0.868 in - - - Allowed 0.363 in 0.363 in 0.363 in ' • ProBeam v7 WC 5-23-19 • • • • 4/28/20 Pg. • ConstructionCalc Inc. Tim Garrison,. P.E. çRCNçLC J► dustry Col Disclaimer:All users of this software shall comply with State Engineering Law;which specifies who may perform engineering,and defines the practice of engineering. Job Name . t20029 Member I.D. 73p P Other Info 4/28/2020 4 Post, Stud, or Column General Information: • Is • Column, Post, or Stud Length, ft. L= 18.00 ft • I I Getting Started. Hover Max. Live Deflection L / 75 = 2.88 in L Cursor Here Type Of Column, Post, or Stud YP One Of Multiple Studs In Sheathed Wall r Load Duration Factor • Ten Minutes(Wind/Earthgk.-IBC,Cd = 1.60) V Off-Center(Eccentric) Compression Loads or Add'I - ,\ _ Bending Loads(other than wind)? Yes 7_ ASD Load Combs: D+.75L(if any floor load)+ .45W+.75(S or Lr); or D+.75L Gravity Loads, P (if any floor load)+.525E+,755. Gray Only: D+.75L+.75(Lr or S) Reduced Live Load, Live Load, Dead Load, Use Factored Loads Live, psf Dead, psf x Length, ft x Width, ft. lbs lbs. lbs Roof Loads(not including snow) - 15 psf II 10.00 ft 4.00 ft 0 lb 0 lb 600 lb Roof Snow(only) 25 psf 10.00 ft 4.00 ft 1,000 lb •1,000 lb . Floor 3 Loads 40 psf 15 psf 0 lb 0 lb 0 lb Floor 2 Loads 40 psf 85 psf 0 lb 0 lb 0 lb Floor Loads 40 psf 85 psf 0 fb 0 lb 0 lb • Wall Dead Load 25 psf • 0 lb Other'psf load and trib.width 0 lb 0 lb 0 lb Other point load: all Live, all Dead, or i some of each, lbs. Descrip'n, opt'I: 600 lb 380 lb Total Live and Dead Loads: 1,600 lb 980 lb Combined Total Load:, 2,580 lb J Eccentric Loads & Other Bending Eccentricity in Strong Axis e1 =' Eccentricity in Weak Axis e2= Factored Moment On Strong Axis M1 = 3,430 ft-lb a Factored Moment On Weak Axis M2 = Wind Load Over Full Length of Member (Assumes external sheathing of plywood,metal,etc.exists) Wind Applied To: Narrow Face .V Tributary Width of Wind Load: z= Factored Wind Pressure: q = 4x And Smaller (Lumber) 5x And Large_ r_ (Timbers) Lumber Material Douglas Fir-Larch -V Timber Material Douglas Fir-Larch Lumber Grade No.2 v_ Timber Grade WCLIB-No.2 � - 3x10 . _ - (2) 2x10 4x8 6x8 - - (3) 2x8 - 8x8 - - - Glued Laminated Columns 1.8E Parallam PSL Columns Glulam Combo. 3-OF(Visually Graded) v • • • 2.5 x 7.5 5.125 x 5.125 - 5-1/4"x 5-1/4" 3 x 7.5 6.75 x 7.5 - 5-1/4" x7" • 3.125 x 7.5 8.75 x 9 3-1/2" x7" 7" x7" 5x6 • Final Member: Glued Laminated v Mem. Library: Choose From Min.Sizes That Calc. v 1 \ .,4f4ti, Final Size: 5,125 x 5.125 v Final member okay by: 15.1% Final Member: 5.125 x 5.125, Glued Combined Bending / Compressive -•~ Controlling Factor: Stresses 4-4 Laminated, Combo. 3 - DF (Visually Horiz. Force At Bottom (Strong :� Graded) Axis): 191 lb • Horiz. Force At Bottom (Weak Axis): 0 lb ti �/ ColumnCalc_v3 1 WC �n �wv`f J \\v i 4/30/20 . Pg. TM Co.nstructionCalc, Inc. Tim Garrison, P.E. C IS RUCTIONCALCcomacilluncrazuFmama ColumnCalc Disclaimer:All users of this software shall comply with State Engineering Law;which specifies who may perform engineering,and defines the practice of engineering. Job Name t20029 • P Member I.D. tall stud Other Info 4/30/2020 ' Post, Stud, or Column General Information: • r• i - Column, Post, or Stud Length, ft. L = 15.00 ft Getting Started. Hover Max. Live Deflection L / 75 = 2.40 in L I Cursor Here Type Of Column, Post, or Stud i yp One Of Multiple Studs In Sheathed Wall Load Duration Factor72 ' • Ten Minutes(Wind / Earthqk. - IBC, Cd = 1.60) _ Off-Center(Eccentric) Compression Loads or Add'I Bending Loads (other than wind)? No v I ASD Load Combs: D+.75L(if any floor load) + .45W+.75(S or Lr); or D+ .75L Reduced Gravity Loads, "P" (if any floor load) +.525E+.75S. Gray Only: D+.75L+.75(Lr or S) Live Load, Live Load, Dead Load, Use Factored Loads Live, psf Dead, psf x Length, ft x Width, ft. lbs lbs. lbs Roof Loads (not including snow) - 15 psf 1.30 ft . 11.00 ft 0 lb 0 lb 215 lb Roof Snow (only) 12 psf . 1.30 ft 11.00 ft 172 lb 172 lb Floor 3 Loads . 40 psf 15 psf 0 lb 0 lb 0 lb Floor 2 Loads 40 psf 85 psf • 0 lb 0 lb 0 lb Floor Loads 40 psf 85 psf 0 lb 0 lb 0 lb Wall Dead Load 25 psf 0 lb • Other'psf' load and trib. width 0 lb 0 lb 0 lb Other point load: all Live, all Dead, or • Descrip'n, opt'I:, 0 lb 0 lb some of each, lbs. Total Live and Dead Loads: 172 lb 215 lb _ Combined Total Load: 386 lb Wind Load Over Full Length of Member (Assumes external sheathing of plywood,metal,etc.exists) Wind Applied To: Narrow Face V Tributary Width of Wind Load: z= 1.30 ft Factored Wind Pressure: q = 20.0 psf • 4x And Smaller (Lumber) 5x And Larger (Timbers1 : Lumber Material Douglas Fir-Larch v Timber Material Douglas Fir- Larch V Lumber Grade No. 2 v Timber Grade WCLIB- No. 2 V • 1 2x6 3x5 5x5 . - - (2) 2x5 4x5 - - - (3) 2x5 . - - - Glued Laminated Columns 1.8E Parallam PSL Columns Glulam Combo. 3 - DF(Visually Graded) V 2.5 x 6 5.125-x 5.125 - 5-1/4" x 5-1/4" 3 x 6 6.75 x 7.5 3-1/2" x 5-1/4" 5-1/4" x7" 3.125 x 6 8.75 x 9 3-1/2" x7" 7" x7" • 5x6 - Final Member: Sawn Wood V • Mem. Library: Choose From All Sizes Of Column Type v . Final Size: 2 x 6 V . Final member okay by: 6.6% Final Member: 2 x 6, Douglas Fir- Controlling Factor: Stressies d Bending 1 Compressive Larch, No. 2 • Horiz. Force At Bottom (Strong Axis): 195 lb - Horiz. Force At.Bottom (Weak Axis): 0 lb • ColumnCalc v3-1 WC MATERIALS TESTING&CONSULTING,INC. 1.-1W re) r n F.in) December 11, 2019 ; MAY 1 8 2020 o Samuel Hill, Owner 'ITy OF ANAGOHIES 15090 Beaver Marsh Road Mt. Vernon, WA 98273 (605) 890-0027 Subject: Geotechnical Feasibility Critical Area Investigation Assessment for Construction—Single-Family Residence 2802 Oakes Ave, Anacortes, WA 98221 MTC Project No.: 19B357 Dear Mr. Hill: At your request, Materials Testing & Consulting, Inc. (MTC) has completed a targeted critical area feasibility assessment, including site and slope visual reconnaissance, focused subsurface testing of the work area, and review of available geologic literature and shoreline photos at the above referenced property. The project site has historically been coupled with the lot immediately to the west, and contains various landscaping including a small decommissioned fishpond and associated utilities. The site is currently terraced with retaining walls varying in height from 1 foot to 6.5 feet. The residence on the property to the west had an addition (since demolished & filled) that had extended into the project site. Presently, a wooden staircase descends from the central upland pad below the terraces overlooking a small vegetated shoreline bluff slope. Proposed site improvements are purported to entail the construction of a single-family residence with a rear deck though no plans have been provided at this time. The project site is a terraced lot adjacent to the shoreline bluff slope of Fidalgo Island. The property is located along Guemes Channel at the northern coastline of the island. The site is located amongst a generally developed neighborhood. The on-site slopes and those within about 1 mile of the site are generally mapped as unstable slopes. Artificial shoreline is mapped to the west near a commercial marine facility. MTC understands a geologic assessment is requested by the current owner to determine the general feasibility of building above a potentially geologically hazardous slope on the site, designated due to steep natural grades. The following report presents the findings and conclusions of our geologic literature review and targeted site investigation, addresses the feasibility of building improvements, and provides geotechnical recommendations for foundations intended to reduce the inherent risks associated with development in the vicinity of a geologically hazardous slope area. MTC has performed this critical area site investigation in accordance with project discussions with the client, and in consideration of Skagit County requirements for site review and development within or adjacent to a geologically critical area. Environmental•Geotechnical Engineering•Special Inspection •Non-Destructive Testing•Materials Testing Burlington I Olympia I Bellingham I Silverdale I Tukwila 360.755.1990 www.mtc-inc.net Oakes Ave CAO FeasibilityStudyMaterials Testing& Consulting,Inc. December 11,2019 19B357 Site Investigation Methodology: On November 5, 2019, an MTC Project Geologist visited the site to perform visual reconnaissance of surface and topographic features of the site and slope, and conducted targeted subsurface exploration for geologic hazard assessment and site characterization in accordance with Skagit County requirements. Relevant site dimensions and slope topography were investigated as access allowed. Salient slope features and existing vegetation were documented to assess general site stability and observe signs of local slope instability in the vicinity of the proposed project, including those of an erosional or subsurface nature currently or in the past. MTC conducted subsurface explorations via three (3) test pit (TP) excavations for direct observation of soil and groundwater conditions. Test Pit TP-1 was excavated at the in the central area above the critical area slope. TP-2 was excavated just uphill from TP-1 along an existing path between terraces. TP-3 was excavated in the southeast, uphill portion of the project site, near the access point to Oakes Ave. At all test pit locations,hard or dense soils were encountered at or before reaching planned depth. Materials encountered were examined and classified in accordance with the Unified Soil Classification System (USCS) and with pertinent information recorded as possible including soil depths, stratigraphy, soil engineering characteristics, and groundwater occurrence. The client reported that boring holes would be backfilled with native soil tailings. MTC advanced two Wildcat Dynamic Cone Penetrometer (DCP) tests at representative locations in the upper & middle portions of the project site. DCP-1 was advanced at the northern margin of the existing terraces, near DCP-1. DCP-2 was advanced at the uphill, southeast margin of the property near TP-3. All DCP tests were terminated in dense or hard conditions. Refusal depths ranged from about 3.5 to 8.5 feet below present grade (BPG). During penetrometer advancement, blow counts were recorded in 10- centimeter increments as a thirty-five-pound weight was dropped a distance of 15 inches. Blow counts were then converted to resistance (kg/cm2), standard penetration blow counts (N-values), and corresponding soil consistency, with complete results shown on the attached logs. A project location and vicinity map is shown in Figure 1, Appendix Al. An aerial photo with existing site conditions,bordering slope conditions,boundaries, and exploration locations is shown in Figure 2. Figure 3A-3C contains approximate topographic profiles of the slope in Appendix A2. Photos showing representative site features are provided in Appendix B. Complete results of DCP tests and test pit excavations are presented as logs in Appendix C, with a USCS chart provided for reference as Figure 4. Appendix D contains historical shoreline photos depicting site and vicinity conditions over the last 40 years. 2 Oakes Ave CAO Feasibility Study Materials Testing&Consulting,Inc. December 11, 2019 19B357 General Site and Slope Conditions: The project site is located on a recently subdivided residential property adjacent to the northern-facing shoreline bluff slope overlooking the Guemes Channel along the northern coastline of Fidalgo Island. Presently,various surface and landscaping improvements including block walls,and terraced walking paths exist in the mid to lower portion of the site. MTC has been informed that the neighboring lot to the west had historically contained an addition that intruded onto the project site. This has reportedly been demolished (slab cracked and left in place) and backfilled with soil from another jobsite (see aerial photo for approximate location). Lots immediately adjacent to the subject property to the west and east are developed with single-family residences on hilltop properties. Within the project site, topography generally descends from the access along Oakes Ave to the north towards the shoreline. Topography across the site can be segmented into a moderately-sloping, stepped upland area above the small critical area slope, followed by a moderate slope leading to the shorefront. Among the upland area,existing terraces(block walls)and paths have altered topography,leading to gentle grades between about 0 to 10 degrees followed by steep block walls up to 6.5 feet tall. A generally flat patio-type area makes up the lower portion just above the critical area slope. Below this patio area, slopes become moderate(10 to 15 degrees)for about 10 to 15 feet. Topography then steepens to about 36 degrees for 15 to 23 feet before descending towards the water at an average slope of 15 to 20 degrees. Slope conditions and dimensions were conducted using hand measurements and visual observations. Figure 3 A & B present a generalized profile of the site and slope. The fill slope created during the demolition of the addition was also mapped as profile C. Vegetation across the site can be divided into a developed and landscaped south-central area,and generally undeveloped vegetated northern slope area. The upland site vegetation consists of a small maintained grass yard with one large tree and ornamental plantings. Landscaped garden beds and grass lawns cover the upland site with no large areas of exposed soils. The slope face below is generally covered with blackberry bushes, and brambles; no trees are found directly on the slope as the majority of larger vegetation appears to have been removed from the area during initial site development. The upper portion of the critical area slope contains broken concrete pieces, that are assumed to have also been placed before or during the original construction and not during recent demolition per discussion with the owner. An access path down to the shoreline runs to the west above the slope and is stabilized with wooden steps. The slope face exhibited consistent vegetation cover,except the two small areas of exposed soils. MTC observed a historic downspout in one area which is interpreted as the primary cause. The other area contained prevalent animal tracks,and is not interpreted to be due to the stability of the slope. With proper revegetation&discontinued use of the downspout pipe MTC does not view these areas at risk of significant erosion. MTC recommends additional vegetative coverage of the exposed soils to prevent future erosion. 3 Oakes Ave CAO Feasibility Study Materials Testing&Consulting,Inc. December 11,2019 I9B357 The Coastal Atlas Map maintained by the Washington Department of Ecology (accessed online) indicates that the slope bordering the project site and its surrounding vicinity is mapped as unstable, and there are no historical or recent landslides mapped within one mile of the site. During our reconnaissance,the upper part of the slope was observed for any indications of localized or larger-scale instability or major erosional issues active or potential at present that may influence the viability of building a single-family residence. No obvious features were observed that would indicate an active or recent failure of the upper slope, such as tension cracks, exposed headscarps or significant downslope accumulations. One large curved tree was observed below the small critical area slope at the top of a small rise. No other trees in the area were observed to be curved and is thus interpreted to be due to localized soil movement. Topography was generally consistent along the slope face and among the upland near the crest, with a slight slope to the west along the crest. No obvious evidence of rotational or translational failures or major toppling hazards were observed on the slope face downhill of the project site. Erosional hazards appeared to be generally low to moderate due to the well-established vegetation. Some occurrences of bare soil were observed where a partially buried, apparently historic downspout pipe, and small deer trail were observed along the critical slope. Subsurface Soil and Groundwater Conditions: Subsurface conditions were assessed by representative DCP testing, and soil and groundwater conditions were observed directly via test pit excavations (Appendix C). Soil conditions throughout the project site were generally consistent between the exploratory locations,representing varying shallow extents of local fill and topsoil overlying dense soils interpreted as native glacial drift deposits. DCP testing resulted in somewhat variable conditions between the central lower area above the steeper slope and the southern upland area. DCP-1 was performed in the central lower area in the immediate vicinity of TP-1 and included loose to medium dense conditions in the upper 1 foot,becoming consistently medium dense to about 8.5 feet where it terminated on dense conditions. DCP-2 was performed in the immediate vicinity of TP-3 and found medium dense conditions to 3 feet BPG where it terminated on very dense conditions Shallow soils observed directly via supplemental hand auger borings indicated the presence of uncontrolled grade fill soils and or topsoil at shallow depths with apparent native conditions below. At all locations, about 1.7 to 3.5 feet of topsoil or uncontrolled fill was present beginning at the surface. Below these soils, light brown to gray sandy silt to silty sand was observed and is interpreted to be native weathered glacial drift soil. These deposits generally contained orange mottling in the upper 6 to 12 inches,before becoming a uniform color. The consistency was observed to be medium dense in the upper portion and becoming dense & blocky with depth, indicating historic consolidation. 4 Oakes Ave CAO FeasibilityStudyMaterials Testing&Consulting,Inc. December 11,2019 19B357 No surface water features or apparent seasonal channels were observed within the subject property during MTC's site reconnaissance. No seepage was observed on the slope during our site visit in the late summer season. The ground surface was dry throughout the proposed building area during our fall visit. No evidence of channeling or runoff zones was encountered. No upland surface water features are mapped at the site. No pervasive groundwater table or seepage flows were observed at test pit excavations, and DCP rods were not wet upon extraction from refusal depth. MTC's scope of investigation did not include determination or monitoring of seasonal water condition variations or conclusive measurement of regional groundwater conditions past the depths explored. The conditions noted on logs are valid only for the time of exploration. Summary of Geologic Literature Review: According to the 1:100,000 scale Geologic Map of the Bellingham Quadrangle, Washington,published by the Washington State Division of Geology and Earth Resources (2000; Lapen, et al.), surface geology of the southern upland area of the site and general vicinity is mapped as Glaciomarine Drift of the Everson Interstade (Qgdme). This unit is described as generally fine-grained diamicton with discontinuous lenses of course-grained materials,and the occasional large erratic. Glaciomarine Drift is described as moderately to highly compacted from the overriding glacial ice sheet. The downhill portion of the site,below the small critical area slope,is mapped as Continental sediments of the Whidbey Formation(Qcw). Qcw is described as `moderately to well sorted sand, silt and clay with local lenses of gravel or peat.' These have been interpreted to originate in a flood-plain environment with an undetermined age of deposition. The NRCS Web Soil Survey maps the site and vicinity surface conditions along the bluff slope as Bow Urban Land Complex with 0 to 8 percent slopes. These soils typically form on escarpments from a parent material of colluvium sourced from ash, glaciolacustrine deposits or glacial drift. A typical soil profile includes approximately 17 inches of gravelly ashy loam, over clay loam to 31 inches, and silty clay to 60+ inches. These soils are considered to be somewhat poorly-drained, have a moderately low to moderately high capacity to transmit water, and have a depth to restrictive conditions listed as greater than 80 inches. The Washington State Department of Ecology Coastal Zone Atlas (CZA — accessed online) maps the project site and coastline within 1 mile of the site to the northeast and southwest as"Unstable" in terms of coastal slope stability. Per the Washington DNR Landslide Inventory database (accessed online), no landslides are mapped at or in the close vicinity of the site. Lidar imagery hosted by the DNR indicates the site is above a break in the steep bluff typical to the immediate vicinity. The origin of this topography is not known, but it appears to be a relict or ancient feature given its definition compared to adjacent landforms. The result is a somewhat relaxed coastal slope below the project site as compared to the steeper, more defined bluff slope to the east and west. 5 Oakes Ave CAO Feasibility Study Materials Testing&Consulting,Inc. December 11,2019 19B357 Historical shoreline aerial photographs archived by the Washington Department of Ecology (accessed online) were reviewed to investigate for evidence of recent large- and small-scale slope activity. Select photos are reproduced in Appendix D at the end of this report. The earliest photo from 1977, is after site development of the western lot which at the time encompassed both it and the subject property. This photo generally shows the slope geomorphic features were present at that time and vegetation cover of the upper slope was complete, although the actual conditions of the site are difficult to discern from the far distance. The residence was constructed in 1964, and it is inferred that the upper slope was cleared,and access paths were constructed at a similar time. From 1977 to present day, photos indicate no significant physical changes to the critical area slope directly below the site or upland section of the subject property, although the scale of the photos do not address local erosion or features not possible for scrutiny on such a large scale. No obvious indications of recent slope failure in the reviewed photo record are evident. Major vegetation patterns present today appear to have been in place for at least 25 years, with some recent topping of trees reported by the current owner. Discussion and Recommendations: Construction Feasibility The findings of MTC's subsurface explorations focusing on the project site and critical area slope associated with the shoreline buffer area appear consistent with available geologic literature. Our results and interpretations indicate the project site is suitable for single-family residential construction within the mid to upland area of the property given suitable site-specific design and construction measures are applied, and by following the critical area guidelines and recommendations presented below. Native medium dense soils interpreted as consolidated glacial drift were found typically by about 1.75 feet BPG in the lower vicinity. Resistant refusal conditions were encountered by approximately 8.5 feet BPG in the patio area,and somewhat more shallowly near the upper area indicating a relatively high degree of internal stability in the underlying slope soils. The improvement area is assumed to be proposed about 30 feet from the slope. The slope immediately above the water does not exhibit signs of excessive erosion or failure, and contains hard armoring which extends east and west of the project site. MTC understands that there are no current design plans. Improvements at this site are deemed suitable by MTC given the overall stability of the slope as interpreted herein, and assuming the foundation design and construction recommendations presented below are followed. MTC understands construction may utilize some combination of stepped or benched foundations and isolated column foundations in order to support an elevated main floor. A full daylight basement is a possibility,though no plans exist at this time. Retaining wall features are currently exist onsite and are anticipated to be reworked or incorporated into final exterior home design. MTC understands that a rear deck is proposed and presume new deck foundations will consist of isolated elements(spread footings,pier blocks,pillars,etc.)embedded for lateral 6 Oakes Ave CAO Feasibility Study Materials Testing&Consulting,Inc. December 11,2019 19B357 support as addressed below. Site disturbance is anticipated to be limited to the area 30 feet or more from the critical area slope crest. MTC provides the following site-and development-specific recommendations to be followed to permit construction and reduce the inherent risks of implementing the proposed improvements within a geologically hazardous critical area slope zone. These recommendations pertain to isolated column and strip footings construction with elevated floors. Specifics for foundation design and construction pertaining to the proposed style of construction shall be followed for successful project completion at this location on the critical area slope. In the event that alternative foundation designs are considered, such as use of drilled shafts instead of shallow footings or inclusion of retaining wall foundations for full basement construction, MTC recommends we be contacted for geotechnical engineering consultation and analysis as appropriate to address the proposed foundation style. Foundation Setback/Placement Requirements This study has mapped the general topographic profile through the proposed building area on the critical area slope for the purpose of formulating the recommendations below. Our findings and recommendations are based on site hand measurements and visual estimations, and if needed should be confirmed by additional topographic survey during final design or construction. MTC constructed a to-scale profile of the subject slope to assess foundation layout and determine minimum foundation placement guidelines. Our schematic profiles are shown on Figure 3A—3C. MTC acknowledges that a 50-foot setback from the critical area slope inhibits potential construction for this site due to the limited upland space within the lot that is already occupied by the driveway access and existing landscaped features. MTC recommends a setback of no less than 30 feet from the critical area slope be used for all structural elements including isolated deck footings. This setback is similar to the shoreline setbacks and greater than the slope setbacks of existing residences to the east& west. The remaining area outside of the building footprint and on the lower slope face should be preserved as a non-disturbance area as possible during construction. Foundation excavations should be limited to only as necessary. Soil cover and stabilizing vegetation should generally be maintained outside of the set margins of the building envelope work zone during site preparations. Marginal conditions should be restored to match adjacent native site grade after foundation construction is complete where disturbance is unavoidable to ensure lateral support and long-term protection for the structure foundation on the sloping grade. Foundation Design and Construction Recommendations For general foundation design and construction considerations, MTC recommends referring to guidelines and parameters of the International Building Code (IBC, 2012/2015; or most recent edition at the time of construction). For foundations constructed on the sloping grade, we recommend cover soils and loose materials be removed from foundation locations and alignments down to a resistant, stable subgrade of 7 Oakes Ave CAO Feasibility Study Materials Testing&Consulting,Inc. December 11,2019 19B357 intact native glacial drift. Suitable subgrades for the potential construction are anticipated to be present typically by about 2.0 to 3.5 feet below native site grade, although some local variation should be anticipated in terms of depth of topsoil and uncontrolled fill. Upon reaching suitable subgrade we recommend benching foundation alignments flat. Continuous perimeter or interior strip foundations, if utilized, should be stepped as needed to accommodate the sloping grade. We typically recommend maximum steps of 18 inches with spacing of at least 5 feet, unless specified otherwise by the design engineer. No foundation elements or leveling mixtures shall be placed on sloping surfaces, or on loose soil. If local areas require additional excavation at foundation locations to remove locally loose material,we recommend backfilling with approved structural fill as described below. Assuming these site preparations and subgrade conditions, we recommend a general allowable bearing capacity of 2,000 psf(pounds per square foot) can be used for design of foundations placed on medium dense native glacial drift, or on local structural backfill. The bearing capacity may be increased by 1/3 for transient loading from short-term sources such as wind or seismic loads. If building design requires a greater bearing capacity for certain elements, MTC recommends a visual inspection of bedrock conditions once exposed during construction to verify suitability to increase bearing capacity. Conversely, it may be preferred to use a lesser bearing capacity where possible to reduce the regularity and diligence of subgrade verifications required. For structural backfill against foundations and for backfill of overexcavations, if required, we recommend backfilling in horizontal lifts with compacted structural fill. Activities should be restricted to within the constrained development footprint on the upland portion of the site. Fills should not be placed near or on any portions of the critical area slope. Structural fills should be installed in 8-to 10-inch maximum loose lifts and compacted to a dense and unyielding condition, and at least to 95% of the modified Proctor maximum dry density per ASTM D1557. Lesser lifts (4- to 6-inch thickness) should be used as needed to achieve compaction with small walk-behind equipment. For general use, we recommend imported structural fill conform to "Gravel Borrow" per WSDOT Standard Specification 9-03.14(1). To ensure lateral stability of the roof structure,MTC recommends that all voids surrounding foundations be backfilled with structural fill as described above, or lean concrete or CDF if limited space prohibits adequate fill placement and compaction. MTC recommends that we be contacted to review final foundation plans and specifications once available, to ensure they are consistent with the intent of the recommendations provided herein. MTC may be contacted to consult on foundation placement options and review or provide additional recommendations for proposed construction specifications. In addition, MTC recommends that we be retained for 8 Oakes Ave CAO Feasibility Study Materials Testing& Consulting,Inc. December 11,2019 19B357 construction phase testing, observation, and geotechnical consultation services if needed. Such services may include but are not limited to earthwork support consulting, subgrade verification, compaction testing of structural fills, laboratory materials analysis, and special inspections if required. If conditions differ from those interpreted herein, MTC recommends that we be contacted to provide supplemental recommendations for site and foundation construction. We recommend that a qualified MTC geotechnical representative be present during foundation preparations, to observe and verify subgrade suitability and to confirm adherence to recommended site preparations. Erosion Controls and Vegetation Enhancement Properly implementing erosion control measures and practices during site preparations is necessary to limit the effects of construction on the critical area slope and crest-adjacent areas. Standard recommendations for construction-phase erosion control are presented below. In addition,the slopeward clearing limit and/or work limit barriers must be adequately established and maintained. It is the responsibility of the contractor to ensure suitable protective measures are in place as needed throughout the project. Stockpiling of excavated soil tailings is also prohibited near the slope face. Tailings should be removed directly from the uphill side of the project site and only stored in small amounts for reuse or transport within the upland gently sloping part of the property at or uphill of the improvement location. Finally,earthwork disturbance of grounds and existing vegetation outside of the planned building footprint should be avoided, and is prohibited in proximity to the slope crest. Marginal upland areas disturbed during construction should be revegetated at the end of construction with appropriate plantings to limit future erosion. The extent of alteration to existing vegetation outside of the project area,if any,is not known,though MTC observed small areas of exposed soils along the critical area slope face due to previous downspout discharge and animal paths. We recommend these areas be revegetated with appropriate ground cover. We recommend a goal of low impact or vegetative enhancement to these areas be applied. Following construction and for long-term site care,maintaining existing vegetation and installing additional beneficial ground plantings as needed on upland areas as well as near the slope crest is encouraged, assuming installation is done in a manner that minimizes slope face disturbance and erosional hazard in the long term. Adding brushy vegetation to the site pad and upper slope will increase erosional and hydrologic resistance, and assist in retaining loose cover soils along the crest area to limit potential for crest retreat. General recommendations for erosion control are provided in the section below, including typical beneficial native plantings well suited for sloping topography and root structure development. Major landscaping alterations should not be undertaken on the slope or crest area without involvement of a qualified professional for planning and review. In general, MTC recommends avoiding altering the slopeward upland area by terracing or similar modified landscaping unless adequately designed as part of 9 Oakes Ave CAO Feasibility Study Materials Testing& Consulting,Inc. December 11,2019 19B357 a comprehensive improvement which also takes into account surface stability and retainment of loose cover soils. In the event that significant surface alterations are proposed, MTC should be contacted to review and consult on the geotechnical feasibility and implementation of landscape improvement plans in consideration of critical area development. Drainage Controls and Outfalls Permanent drainage controls are required due to the direct association of the project site to the critical area slope, and the potential for increased surface erosion and instability to occur on the slope face without suitable controls in place. Direct release, dispersion, or infiltration of stormwater near the improvement area in proximity to the slope crest is not recommended, as increased runoff or localized storm water inundation near the critical area slope will be detrimental to long-term erosional and global slope stability. No downslope natural drain courses obviously suitable for stormwater release were observed on the site. We recommend any new and reconstructed downspouts relating to the improvement project be appropriately controlled and directed so as not to pose a risk to the stability of the bordering slope as local jurisdiction allows. The full extent of drainage controls and stormwater infrastructure is not known. Preferably, new downspouts should be directed to the existing site stormwater control system, if present, and the outfall tightlined to the base of the slope along with the existing residential downspouts. All site drainage sources should be tightlined from their collection point to the approved release location, or to an appropriately sized catch basin structure located within the site upland building area and tightlined collectively. All drainage tightlines shall be composed of appropriately sturdy material(such as rigid PVC or welded HDPE), sized adequately according to anticipated volume, and anchored or buried sufficiently for protection. MTC recommends all above-grade tightlines traversing slopes be inspected by the property owner periodically to look for signs of damage or displacement that could result in leakage or catastrophic failure and subsequent slope erosion or failure, and be re-anchored or replaced if required. Energy dissipating devices (such as perforated T-stubs or level spreaders) and/or dispersion pads (quarry rock, splash guards, soft armoring, or similar) should be used at the outlet point to minimize ground disturbance and erosion. These recommendations for stormwater controls are given from a geotechnical and critical area protection standpoint. In the event that the above conflicts with local jurisdiction guidelines and regulations or with planned design elements, MTC recommends that we be contacted for additional consultation to determine a most suitable course of action. Standard Erosion Protection to Oakes Ave CAO Feasibility Study Materials Testing& Consulting,Inc. December 11,2019 19B357 Erosion is one of the most common driving forces leading to slope instability. In addition to the above commentary, the following general recommendations should be implemented in general to reduce long- term erosion potential at the project site: 1. The ground surface adjacent to the improvements should be sloped to drain away at a 5%minimum to prevent ponding of water adjacent to the structure. Footing drains and surface gradients should be incorporated as needed for the building and site design to help maintain a dry building and adjacent site area. 2. Minimize the volume and velocity of water that travels toward and down the slope face(via proper choice of site development features including stormwater controls discussed herein). 3. Avoid further accelerating slope erosion and mass wasting due to human activity such as: a) Adding side-cast debris to the slopes during or after construction b) Using heavy construction equipment on or near steep slopes c) Excavating on or near adjacent slope face outside of approved locations d) Placing additional tailings or soils near the slope crest or on the face 4. Construction equipment,construction materials,and native and imported soils should not be placed behind the erosion control devices. Suitable temporary erosion and sediment control measures should be implemented and maintained as needed at the construction site during and immediately after any ground disturbance occurs. Temporary areas bare of vegetation should be protected from erosion via a blanket of straw or rolled erosion control product(RECP) during prolonged breaks in site work and prior to reseeding or revegetation. 5. At the end of the project, all disturbed vegetation should be repaired and maintained until it is established. Concentrated surface water should not be allowed to traverse the slope during or after the construction phase of the project. Recommendations for long-term site drainage controls should be followed as discussed above. Footing drains should be routed into closed pipes and tightlined to the base of the slope to outlet in a drain course or ditch, tightlined to a pre-existing catch basin for disposal, or as directed by local regulations. Outlets for these pipes should be protected from erosion through the use of rip-rap or some other energy dissipating device. 6. Clearing of existing vegetation outside the proposed building area near to and on the slope should be avoided except as approved by a qualified professional. This provides additional stability to loose top soils and minimizes the effects of down-slope water movement. This is excepting removal of dead or dying trees if posing a direct hazard to site installations or adjacent roadways. 7. Grading or excavation of soils during construction should be accompanied by grass reseeding and re-vegetation as the project is completed. According to "Vegetation Management: A Guide for Puget Sound Bluff Property Owners" (Manashe, 1993) the following types of vegetation provide good to excellent erosion control: 11 Oakes Ave CAO Feasibility Study Materials Testing&Consulting,Inc. December 11,2019 19B357 Common Name Botanical Name Deciduous/Evergreen Mature Height(ft) Vine Maple Acer cricinatum Deciduous 10+ Oceanspray Holodiscus discolor Deciduous 10+ Willow Salix spp. Deciduous 10+ Snowberry Symphoricarpos albus Deciduous 3+ Rose Rose spp. Deciduous 2-10 Salmonberry Rubus spectabilis Deciduous To 12 Salal Gaultheria shallon Evergreen To 4 Oregon grape Mahonia spp. Evergreen To 6 Red huckleberry Vaccinium parvifolium Deciduous To 12 Evergreen Vaccinium ovatum Evergreen To 8 Serviceberry Amelanchier alnifolia Deciduous 12+ Bigleaf maple Acer macrophyllum Deciduous 60 Pacific madrone Arbutus menziesii Evergreen 70 Douglas-fir Pseudotsuga menziesii Evergreen 200+ 12 Oakes Ave CAO Feasibility Study Materials Testing& Consulting,Inc. December 11,2019 19B357 Closing Remarks: The project location is within an area known to be a potentially geologically hazardous slope zone. Upon acceptance and use of this report, and its interpretations and recommendations, the owner shall agree to indemnify and hold harmless MTC,including its owners and employees,from any adverse effects resulting from development and residence in a critical area. Ultimately it is the owner's choice to develop and live in a geologically hazardous area,and therefore the future consequences,both anticipated and unknown, are solely the responsibility of the owner. The discussions and interpretations presented herein are not intended to provide a warranty or guarantee of future site conditions. By using this report for development of the subject property,the owner must accept and understand that it is not possible to fully anticipate all inherent risks of development within a geologically hazardous critical area. The recommendations provided above are intended to reduce, but not eliminate, such risks as is practically feasible from the point of view of geotechnical engineering. Mr. Hill, we trust this report presents the information you require. If you have questions, please do not hesitate to call. Respectfully Submitted; LIPPetiiie A•laO al�50966 .0 �4? � c/srE. G u �} 12/11/2019 4101vAt. EN v` Medhanie Tecle, P.E. Mike Furman, G.I.T. Engineering Manager Project Geologist Attached: Limitations and Use of this Report Appendix Al. Location Map &Aerial Photo with Test Locations Appendix A2. Site Topographic Profiles Appendix B. Photos of Site Exploration Appendix C. Exploration Logs Appendix D. Historical Shoreline Photos 13 Oakes Ave CAO Feasibility Study Materials Testing&Consulting,Inc. December 11,2019 19B357 REFE RENCES CITED Lapen, et al, 2000. Geologic Map of the Bellingham quadrangle, WA: Washington State DNR, scale 1:100,000. United States Department of Agriculture, 2019, Web Soil Survey: https://websoilsurvev.sc.egov.usda.gov/App/WebSoilSurvey.aspx Washington State Department of Ecology 2019 Stormwater Management Manual for Western Washington https://fortress.wa.gov/ecy/ershare/wq/Permits/Flare/2019S WMMWW/2019S WMMW W.htm Washington State Department of Natural Resources, Division of Geology and Earth Resources, https://geologyportal.dnr.wa.gov/ Washington State Department of Ecology, Shoreline Photo Viewer, https://fortress.wa.gov/ecy/shorephotoviewer/?CustomMap=y&photo=010525-132550&vintage=2000 Shoreline Master Program, City of Anacortes, September 2010 https://www.anacorteswa.gov/DocumentCenter/View/4981/Shoreline-Master-Program-PDF?bidId= Property Search Assessor Information, Skagit County Washington, Year Built https://www.skagitcounty.net/Search/Property/?id=1358283 14 Oakes Ave CAO Feasibility Study Materials Testing&Consulting,Inc. December 11,2019 19B357 Limitations and Use of This Report Recommendations contained in this report are based on our understanding of the proposed development and construction activities, our field observations and explorations, and our laboratory test results. It is possible that soil and groundwater conditions could vary and differ between or beyond the points explored. If soil or groundwater conditions are encountered during construction that vary or differ from those described herein, we should be notified immediately in order to review and provide supplemental recommendations. If the scope of the proposed construction, including the proposed loads or structural locations, changes from that described in this report, we should be notified to review and provide supplemental recommendations. We have prepared this report in substantial accordance with the generally accepted geotechnical engineering practice as it exists in the site area at the time of our study. No warranty,expressed or implied, is made. The recommendations provided in this report assume that an adequate program of tests and observations will be conducted by MTC during the construction phase in order to evaluate compliance with our recommendations. This report may be used only by the Client and their design consultants and only for the purposes stated within a reasonable time from its issuance,but in no event later than 18 months from the date of the report. It is the Client's responsibility to ensure that the Designer, Contractor, Subcontractors, etc. are made aware of this report in its entirety. Note that if another firm assumes Geotechnical Engineer of Record responsibilities, they need to review this report and either concur with the findings, conclusions, and recommendations or provide alternate findings, conclusions and recommendation under the guidance of a professional engineer registered in the State of Washington. Land or facility use, on- and off-site conditions, regulations, or other factors may change over time, and additional work may be required. Based on the intended use of the report, MTC may recommend that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the Client or anyone else will release MTC from any liability resulting from the use of this report. The Client, the design consultants, and any unauthorized party, agree to defend, indemnify, and hold harmless MTC from any claim or liability associated with such unauthorized use or non-compliance. We recommend that MTC be given the opportunity to review the final project plans and specifications to evaluate if our recommendations have been properly interpreted. We assume no responsibility for misinterpretation of our recommendations. The scope of work for this subsurface exploration and geotechnical report did not include environmental assessments or evaluations regarding the presence or absence of wetlands or hazardous substances in the soil, surface water, or groundwater at this site. 15 i Oakes Ave CAO Feasibility Study Materials Testing & Consulting, Inc. December 11, 2019 19B357 Appendix A. Location and Site Maps N Padilla Bay National Estuarine �' Regional Vicinity Research . v .nacortes , 0zo I Washington Park Bay View State Park zo 0 Fidalgo Bay Bay View Burrows Island Aquatic Reserve Alexander Beach Allan Island zo { Howards S` Corner Similk Beach Whitney Fidalgo Island �\\''4. RP b 4 41) If (io i 'h S, Local Vicinity Site 1 Location -' _, : ,0r 1' , il i i illai: 111:_•: . .-' -..,--71,114 .....4111 Q'I'':' ' :71::: , . _ iik, , itz..lis.„2„topipf..,iik . '---; - c_ -.• • ., A 161l' iltN.,.- Ti+e Imo' ' �' ` , :_ � ,hrough.9acO ,c. - ' t f ,M A °e � Gate Pres.ctiool 7. I. 13th sc"it, • •- . s.. itil 09. , ' , i_ j4* . M ,iOVeS Se C a i e' , Ce a_ SlkeG c * r`C.. tL1 ,40.-01. .. 0..l 4'1 ,.,1i lfi l:-- ‘l.,..4,,,, 1 - * �S 1.,34_ :11A1:ir :,_ -7 i . L11 .. 3 : ifiC bt: . : , St,-.I7u-p 0:".,'� t6tArSt r# S : ' °r _ . ' < ; same r Lho Js. 1+A2"4E A SkagiTek.lc*l✓ ' o ,.i - �.+ ' " 1` •:Presci3o1 Source: Google Maps 2019 i; -7, -_ Materials Testing & Consulting, Inc. Site Location and Vicinity 777 Chrysler Drive Oakes Ave CAO FIGURE Burlington, WA 98233 2802 Oakes Ave Anacortes, WA 16 Oakes Ave CAO Feasibility Study Materials Testing & Consulting, Inc. December 11, 2019 19B357 N Approximate slope crest Approximate Shoreline buffer (reported by client) - ,• 1 _ : . TP/DCP-1 '"'•r - - 1 _ 1 ,,- -$7.4,.--. : ....41.- -.......' - ' IIM M�•.- 1- F. 1.. l► .. C ,. • TP-2 — f �. ' y TP-3 �. ; ,� a DCP-2 Y Thirty-foot setback - ' X from slope greater than 40% _ litit 1040111 11 } r ye -_ # r ; Test Locations Base Map Source: Google Earth, 2019 -300 70 Overlay by MTC: MF (11-11-19) I -"�_ SCALE SHOWN IS APPROXIMATE / T� .-� ***Not or Construction*** I SCALE (FEET) .f 1 inch-70 feet Materials Testing & Consulting, Inc. Aerial Photo with Test Locations FIGURE 777 Chrysler Drive Oakes Ave CAO Feasibility Burlington, WA 98233 2802 Oakes Ave 2 Anacortes, WA 17 tudy Materials Testing& Consulting, Inc. 19B357 Appendix A2. Topographic Profiles 0 50 Recommended 30-foot SCALE(FEET) 18' 9, _ o setback from slope 1 inch=50 feet _ 5 3' greater than 40% 8° o 5-15°.13' 8 19' 8' 8' Block Walls -8° _8°A �° 23' (1'each block) 0°_10° 10' 3 25' • 5° • • 55' Existing Boulders as TP-3/DCP-2 21° 15o Shoreline protection (-25'E of Topo) 5' / TP-2 -12° 20/ (-10'E of Topo) III«< TP-1/DCP-1 150 -28° on Topo Foundations to be placed on competent soil. A' Northern extent Pacific Ocean ng& Consulting, Inc. Slope Profile—Oakes Ave CAO FIGURE hrysler Drive Oakes Ave CAO Feasibility 3 A :on, WA 98233 2802 Oakes Ave Anacortes, WA 18 tudy Materials Testing & Consulting, Inc. 19B357 0 50 4' Block Wall Recommended 30-foot SCALE (FEET) 3' 6.5' Block Wall setback from slope 1 inch= 50 feet _go 16' greater than 40% _15° _50 Uncontrolled Fill observed (Concrete,yard debris 52' 15' Localized Large Tree -10°A 15' with pistol butting -50 -15° 15' S' -370 25' I‘ Existing Boulders as TP-3 _10° _____ Shoreline protection _- (On Topo) 25°-250 -- ------------- I� TP-2 I — TP-1 (-15' W of Topo) (-25' W of Topo) Dotted lines are field- approximations and not directly measured due to heavy vegetation Foundations placed on competent soil B' Northern extent Pacific Ocean ng & Consulting, Inc. Slope Profile — Oakes Ave CAO FIGURE hrysler Drive Oakes Ave CAO Feasibility :on WA 98233 2802 Oakes Ave 3B Anacortes, WA 19 i I tudv Materials Testing & Consulting, Inc. 19B357 0 25 Western Lot SCALE (FEET) f� 1 inch=25 feet 11' _50 28' 2'Block Wall -32° 7' Path _100 0° TP-1 (On Topo) Dotted lines are field- approximations and not directly measured due to heavy vegetation Foundations placed on competent soil C C West East ng & Consulting, Inc. 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"3 f � . : V 'n i r r � •� ✓f� 4 1 /) `y '�g • tali( 11� dpe • p,� O • r► 2 1� r {a ��j �' _ y� //�� ♦ 1 1 I 1 ',,—�J'.6 \•� r • '\v ' X vKl►� ._^♦ .�' V�.� `(I 1 � �f a'• +Y r1•y1 - - .1.1; •'' f�° , ! • `'y .1` et t 'I��'I ' y !1� . ram •1 Alec, ,_ "P • + IY� •'• WJ O 1'-� 1 NN = t .%• •"� 'ism �' l N^�' "k . � ' 1 \r'_ . ' ``o 'll a.• / - - -s •\ 1" 1.. �r ...:r �!'�i f•� �'�'1 -a • Y � �' k F+'.' LY -1 _ -`` _ �_ .'i'r �'�vL� `-_ � .r �- .`iCS� • 'jL / �' Y _-J Oakes Ave CAO Feasibility Study Materials Testing & Consulting, Inc. December 11, 2019 19B357 Appendix C. Exploration Logs UNIFIED SOIL CLASSIFICATION SYSTEM - USCS MAJOR DMSIONS USCS SYMBOL TYPICAL DESCRIPTIONS LOG SYMBOLS o' W m SAMPLES GW ELL-GRAD GRAVEL CLEAN GRAVEL. ; <5%FINES ❑ SPT Standard Penetration Test GRAVEL WITH LESS L Grab or bulk 0 POORLY-GRADED GRAVEL THAN 5%FINES a GP o, <5%FINES la California orD&M(3.0"OD) < Gravel>Sand ; ShelbyTube (More than half 0 SILTY GRAVEL COARSE of coarse fraction GRAVEL GM >12(Y0FINES(SILT>CLAY) GRAINED is larger than WITH OVER CLAYEYGRAVEL y WATER TABLE SOILS #4 sieve) 12%FINES GC Groundwater Level >12%FINES(CLAY>SILT) (where first encountered) More than half of3te 7 Groundwater Level material is larger CLEAN SAND WELL-GRADED SAND POORLY-GRADED SAND = (measured after completion) � than the#200 W LESS S W <5%FINES Perched Groundwater Level sieve SAND THAN 5%FINES ' (during exploration) Siltand/or Clay SP <5%FINES content as Sand>Gravel specified (More than half SILTYSAND p ofcoarse fraction SAND WffH • S M >12%FINES(SILT>CLAY) DENSITY:COARSE-GRAIN ED SOIL is smaller than OVER 12%FINES :. #4 sieve) CLAYEYSAND APPARENT SiP S C >12%FIN ES(CLAY>SILT) DENSITY Blows/foot •- / Very Loose <5 INORGANIC SILT LEAN, Loose 5-10 ML LOW PLASTICITYSILT Medium Dense 11 -30 SILTAND CLAY '// Dense 31-50 CL INORGANIC CLAY;LEAN, Very Dense >50 FINE LOW PLASTICITYCLAY GRAINED Lean,low to medium plastery' / SOILS (Liquid limitless than 50)  ORGANIC SILT&ORGAN ICC LAY OL LEAN,LOW PLASTICITY More than haifof = RETAIN S VERY H IGH MOISTURE DENSITY:FINE-GRAINED SOIL material is fines INORGANIC SILT HIGH PLASTICITY APPARENT SPT (smaller than the MH FAT SILT MAYBE MICACEOUS DENSITY Blows/foot #200 sieve) Very Soft <3 SILTAND CLAY INORGANIC CLAY HIGH R-ASTICFTY Soft 3-4 Sand and/or Fat,high plasticity / CH FAT CLAY Medium Stiff 5-8 Gravel content as ' ORGANIC CLAY&ORGAN IC SILT Stiff 9-15 specified in log (Liquid limitgreater than y)) '/� OH FAT HIGH PLASTICITY Very Stiff 16-30 ;C% RETAIN S VERY H IGH MOISTURE Hard >30 < ' PEAT HUMUS,SWAMP SOILS, HIGHLY ORGANIC SOILS PT PREDOMINANTLYORGANIC NOTES STRATI GRAPHIC CONTACT US evaluated by field observations.Laboratory analyses used when conducbd. (approximated by field identification) Poorly-Graded(GP or SP)indicate notan equal contentof every grain size subgroup. Distinct stratigraphic contact Calculated using 10%,30%;and60%grain size. between soil strata Corrbination names(e.g.SP-SM Poorly-Graded SAND with silt,representfines contest Gradual change between soil between 5%and 12%Fines contrntis doninantiy either clay(c)or silt(m). strata Asoil description of"with sand"or"with gravel"represents greater than 15%ccarse Approximate location of material,and doninantcoarse soil is the one specified. stratigraphic change DEFINfl ONSOFSOILSDFS MO DI FIERS (see USCS and Notes) SOIL COMPONENT GRAIN SIZE(inch) GRAIN SIZE(metric) DESCRIPTION % Boulder >12 in. >305 mm Cobbles 3 in.to 12 in. 75 mm to 305 mm Trace <5% Gravel 3in.tn#4sieve 75mmto4.75mm With Clay, With Silt 5 - 12% Fines Coarse Gravel 3 in.to 3/4 in. 75 nmb 19 mm Clayey, Silty >12% Fines Fine Gravel 3/4 in.b#4 19 nmb 4.75 rem With Sand, With Gravel 15- 30% Coarse Sand #4 to#200 4.75 mmto 0.075 mm Sandy, Gravelly >30% Coarse Coarse #4 b#10 4.75 mm to 2 rrm Medium #10 to#40 2 mmb 0.425 mm Fine #40 to#200 0.425 mm to 0.075 mm Copyright 2019 MTC Inc. 3/4/2019 Fines(Siltor Clay) <#200 sieve <0.075 mm Materials Testing & Consulting, Inc. Exploration Log Key FIGURE 777 Chrysler Drive Oakes Ave CAO Feasibility Burlington, WA 98233 2802 Oakes Ave 4 Anacortes, WA 25 Oakes Ave CAO Feasibility Study Materials Testing & Consulting, Inc. December 11, 2019 19B357 MATERIALS TESTING & CONSULTING Log of Test Pit TP-1 Burlington, WA Geotechnical Services Oakes Ave CAO Feasibility Study Date Started : 11/5/19 2802 Oakes Ave Date Completed : 11/5/19 Anacortes, WA Sampling Method : Grab Samples Location : Lower level near shoreline buffer(See Map) MTC Job# 19B357 Logged By : Mike Furman 0 0 N 4t U) c N > 2 u_ U a) 3 c = -J a) a) in -c cn a DESCRIPTION c 0v7 0 0 SILTY SAND, dark brown, slightly moist, loose, prevalent organics (roots). Topsoil SM 1— SILTY SAND, light brown to gray, moist, trace gravel with orange mottling in the upper 2- 6 inches. a _ n 3— Blocky texture observed in spoils. 0 o c SM U N N Y (0 m 4— 7 (0 U a 7 m fn N 5 - SILT with sand and some clay, light brown, moist, medium stiff TTo to stiff, trace orange mottling observed. C ML 0 - Blocky texture observed in spoils. 6 y T.D. @ 6.0' at planned depth No seepage or free water observed. N _ rn _ 0 N - N - 7- 26 Oakes Ave CAO Feasibility Study Materials Testing & Consulting, Inc. December 11, 2019 19B357 MATERIALS TESTING & CONSULTING Log ®f Test Pit TP-2 Burlington, WA Geotechnical Services Oakes Ave CAO Feasibility Study Date Started : 11/5/19 2802 Oakes Ave Date Completed : 11/5/19 Anacortes, WA Sampling Method : Grab Samples Location : Mid level along path(See Map) MTC Job# 19B357 Logged By : Mike Furman 0 0 N T L) u U »-- w = J a) 17) Q � a. DESCRIPTION Z co 0 CO o 0 0 SANDY SILT, dark brown, slightly moist, loose, prevalent organics (roots). Topsoil/Landscaped Fill Two —1" PVC pipes uncovered at 1' BPG. 1— ML 2— N - d - 3— U - a 0 - Q U m '-dam SANDY SILT, light brown, moist to very moist, trace gravel with heavy orange mottling. Q1 Y °(O CO' 4— _ ML U N a — SILTY SAND, gray, moist, medium dense, trace orange mottling observed. z 5— To U_ - C _ — SM _ c5 - _ U_ O 6- 0 _ T.D. @ 6.1' at planned depth No seepage or free water observed. N _ rn _ 7- 27 Oakes Ave CAO Feasibility Study Materials Testing & Consulting, Inc. December 11, 2019 19B357 MATERIALS TESTING & CONSULTING Log of Test Pit I P-3 Burlington, WA Geotechnical Services Oakes Ave CAO Feasibility Study Date Started : 11/5/19 2802 Oakes Ave Date Completed : 11/5/19 Anacortes, WA Sampling Method : Grab Samples Location : Upper level in SE area(See Map) MTC Job# 19B357 Logged By : Mike Furman 0 0 N a) U) L `) a >N • 7 c = J w17) 0 a DESCRIPTION a .° 0_ C.) E U p cn o 0 0 SANDY SILT, dark brown, slightly moist, loose, prevalent organics (roots). Topsoil/Landscaped Fill Three—1" PVC pipes uncovered. 1— ML 2 SILTY SAND, light brown to gray, moist, approximately 30%fines, sand is very fine-grained with trace gravel and some orange mottling in the upper 1 foot. o _ M - a - 0 3— o _ a I- - O — 4 U - 4 N U Y 0(0 m 4— Becoming blocky with depth SM ra - U - Q) — U) c m V) _ Q) 5— CC U e L U O O - Q) 0 — N U O• 6— o 0a c - - T.D. @ 6.3' at planned depth No seepage or free water observed. m _ - N - 7— 28 Oakes Ave CAO Feasibility Study Materials Testing& Consulting,Inc. December 11,2019 19B357 WILDCAT DYNAMIC CONE LOG Page 1 of 1 Materials Testing and Consulting 805 Dupont,Suite 5 PROJECT NUMBER: 19B357 Bellingham,WA 98225 DATE STARTED: 11-05-2019 I DATE COMPLETED: 11-05-2019 HOLE#: DCP-1 CREW:MF SURFACE EI.FVATION: PG PROJECT: Oakes Ave CAO Feasibility WATER ON COMPLETION: No ADDRESS: 2802 Oakes Ave,Anacortes WA HAMMER WEIGHT: 35 lbs. LOCATION:Near TP-1 CONE AREA: 10 sq.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cnf 0 50 100 150 N' SAND&SILT CLAY - 6 26.6 7 LOOSE MEDIUM STIFF - 10 44.4 ............ 12 MEDIUM DENSE S 1IFF - 1 ft 8 35.5 10 LOOSE STIFF - 12 53.3 15 MEDIUM DENSE STIFF - 13 57.7 °°°°°°°°°°°°°°°° 16 MEDIUM DENSE VERY STIFF - 2 ft 12 53.3 ••°°°°°°°°°°°°. 15 MEDIUM DENSE STIFF - 13 57.7 °°°°°°°°°°°°°°°° 16 MEDIUM DENSE VERY STIFF - 14 62.2 °°°°°°°°°°°°°°°°°° 17 MEDIUM DENSE VERY STIFF - 3 ft 13 57.7 °°°°°°°°°°°°°°°° 16 MEDIUM DENSE VERY STIFF - 1 m 13 57.7 °•°°°°°°°°°°°°°° 16 MEDIUM DENSE VERY STIFF - 14 54.0 ••°°°°°°°°°°°°° 15 MEDIUM DENSE STIFF - 4 ft 13 50.2 ••°°°°°°°°°°°° 14 MEDIUM DENSE STIFF - 14 54.0 •••°°°°°•°°°°°° 15 MEDIUM DENSE STIFF - 13 50.2 ••°°°°°°°°°°°° 14 MEDIUM DENSE STIFF - 5 ft 15 57.9 ••°°°°°°°°°°°°°° 16 MEDIUM DENSE VERY STIFF - 23 88.8 ••°°°°°°°°°°°°°°°°°°°°°°° 25 MEDIUM DENSE VERY STIFF 16 61.8 °°°°°°°°°°°°°°°°° 17 MEDIUM DENSE VERY STIFF - 6 ft 17 65.6 •••°°°°°°°°°°°°°°°° 18 MEDIUM DENSE VERY STIFF - 24 92.6 •••°°°°°°°°°°°°°°°°°°°°°°° - MEDIUM DENSE VERY STIFF - 2 m 28 108.1 •®°°°°°°°°°°°°°°°°°°°°•°°°°°°°° - MEDIUM DENSE VERY STIFF 1 - 7 ft 21 71.8 °°°°°°°°°°°°°°°°°°°° 20 MEDIUM DENSE VERY STIFF - 23 78.7 °°°°°°°°°°°°°°°°°°°°°° 22 MEDIUM DENSE VERY STIFF - 29 99.2 •••°•°°•°°°°°°°°°°°°°°°°°°°° - MEDIUM DENSE VERY STIFF - 8 ft 29 99.2 ••••^°°°°°°°°°°°°°°°°°°°°°°° - MEDIUM DENSE VERY STIFF - 24 82.1 ••••°°°°°°°°°°°°°°°°°°° 23 MEDIUM DENSE VERY STIFF - 50 171.0 .....°°©°°°°©°°°°°°°°°°°°°°°°°°°°°°°.°°°°°°° _ DENSE HARD - 9ft - 3m loft - 11ft - 12ft - 4m 13ft WILDCAT.XLS 29 Oakes Ave CAO Feasibility Study Materials Testing& Consulting,Inc. December 11,2019 19B357 WILDCAT CAT DYNAMIC CONE LOG Page 1 of 1 Materials Testing and Consulting 805 Dupont,Suite 5 PROJECT NUMBER 19B357 Bellingham,WA 98225 DATE STARTED: 11-05-2019 DATE COMPLETED: 11-05-2019 HOLE#: DCP-2 CREW:MF SURFACEELEVATION: PG PROJECT: Oakes Ave CAO Feasibility WATER ON COMPLETION: No ADDRESS: 2802 Oakes Ave,Anacortes WA HAMMER WEIGHT: 35 lbs. LOCATION:Near TP-3 CONE AREA: 10 sq.cm BLOWS RESISTANCE GRAPH OF CONE RESISTANCE TESTED CONSISTENCY DEPTH PER 10 cm Kg/cm2 0 50 100 150 N' SAND&SILT CLAY 20 88.8 25 MEDIUM DENSE VERY STIFF 24 - MEDIUM DENSE VERY SHEE 1 ft 13 16 MEDIUM DENSE VERY STIFF 13 57.7 •••••••••••••••• 16 MEDIUM DENSE VERY STIFF 10 44.4 •••••••••••• 12 MEDIUM DENSE STIFF 2 ft 11 13 MEDIUM DENSE S 1'IFN 11 48.8 •••••••••••^•• 13 MEDIUM DENSE STIFF 11 13 MEDIUM DENSE STIFF 3 ft 15 19 MEDIUM DENSE VERY STIFF - 1 m 35 155.4 ••••••••o•••••••••••••••••••••••a•o•••••••••• _ DENSE HARD 50 HARD 4ft 5ft 6ft - 2 m 7ft 8ft 9ft - 3m loft 11ft 12ft - 4m 13ft WILDCAT.XLS I 30 Oakes Ave CAO Feasibility Study Materials Testing & Consulting, Inc. December 11, 2019 19B357 Appendix D. 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