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HomeMy WebLinkAboutDOC-2009-Structural Design Review - +' Y2Ci4-I UUU i+a,r'i'yr'4Q+a9 00i 4 Engineering Plan Revi� e., Fees $9 3+1+:1.00 ANACORTES PUBLIC WORKS DEPARTMENT ENGINEERING PLAN REVIEW FEE AND CONSTRUCTION FEES SITE INFORMATION AND PROJECT VALUE ' 1 OWNER: AN�ZTQS !' ►WW2. HNC, SITE ADDRESS: i2nl N MewE 3 RIM -VANC-MUC PROJECT DESCRIPTION: CV6*�- f g&)A e Amm.*_4 PROJECT VALUE [PVI: $ 4q0,0b0.co (Page 3 of 3 Total Cost) ENGINEERING PLAN REVIEW FEE ENGINEERING PLAN REVIEW FEE ( .005 of Project Value) $ TOTAL ENGINEERING REVIEW FEE $ Zug DUE AT TIME OF SUBMITTAL OF PLANS FOR REVIEW CONSTRUCTION INSPECTION FEE CONSTRUCTION INSPECTION FEE BASE FEE $ 500.00 CONSTRUCTION INSPECTION FEE (.015 of Project Value) $ (o,(oL-p ^ CONSTRUCTION INSPECTION FEE SUBTOTAL $ d REDUCTION TOTAL CONSTRUCTION INSPECTION FEE $ 100 DUE UPON CONSTRUCTION PLAN APPROVAL * SUBJECT TO THE DIRECTOR OF ENGINEERING&DEVELOPMENT SERVICES APPROVAL,A 50% REDUCTION TO THE CONSTRUCTION INSPECTION FEE MAY BE ASSESSED IF THE DEVELOPER PROVIDES ON-SITE CONSTRUCTION INSPECTION AND CONSTRUCTION ENGINEERING THROUGH PRIVATE CONSULTANTS TO THE SAME STANDARD AS THAT OF THE CITY. Plan Review Fee: $ 2200 +Construction Inspection Fee: $ "lloo $ `1t3r�e I.kA'E �EE l.E. l j atJ FAP vs-ri np'm 1:;!QM '64A MITkL Page 1 of 3 Engineering Plan Review Fee and Construction Inspection Fee Project Numbertt'49-CAR-r_X i APPENDIX D: INSP-05 (January 2009) ConstructlonCalc, Inc 18579 W. Lakeview lane Tim K. Garrison, P.E. Mount Vernon, WA 95274 timg@con5tructioncalc.com 3GO-422-5GG3 Structural Design Chandler' s Square Addition, Anacortes, WA For: Mark Christ, Architect CCI Job Number: T0902 I August 13, 2009 GAS INDEX: Design Sketches and Tables. SKI — 5K7; G I — GG; F 1 — 1`3 Standard Specification5. 5 - 1 Calculations. C I — C33; F I — FG Total No. of pages excluding cover Sheet; GO Notes, Di5claimer5: • Con5tructionCalc, Inc. (CCI) takes no re51gon5ibility for items not Specifically addressed within this report set. • Thi5 report 15 valid only for the Specific project shown above and herein. Further, this report 15 valid only if it 15 stapled or otherwise bound a5 it originally left this office, and contains all of the sheets a5 originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendum5). Cov Spcs 6-12-09.doc Standard Structural Specifications — ConstructlonCalc, Inc (CCI) 1) LOADS. a) Following are the loads used for the sub,Ject design / analysis: 1) Roof live load: I G psf ix) Interior wall dead load: 7 psf ii) Roof + ceiling dead load: 15 psf x) Stairs and exit areas live load: iii) Snow load: 25 psf I OOpsf iv) Floor live: 40 psf xi) Hallways and corridors: 100 psf v) Floor dead: 15 psf xii) Public assembly and dining areas: 100 psf vi) Deck live: 40 psf xni) Seismic Des Cate or "D" g Y� vii) Deck dead: 10 psf xiv) Wind Exposure `C', 3-5ec gust: vui) Exterior wall dead load: 10 psf 85 mph. 2) APPLICABILITY OF THESE SPECIFICATIONS: a) These specifications shall be adhered to for all work addressed in this report. b) Some sections of these specifications may not apply to the scope of work of ConstructionCalc, Inc (CCI). Use of these specifications for work outside of CCI's scope shall be at the sole risk of the Contractor. 3) LIMITED SCOPE OF CCI'S WORK: a) The scope of work of ConstructionCalc, Inc (CCI) 15 limited to structural analysis of a new building to be built adjacent to and north of the existing Chandler's Square complex in Anacortes, WA. We also analyzed one floor beam in the existing building at a corridor modification. CCI takes no responsibility or liability for items not specifically addressed in the calcs, sketches, or call-outs. b) Unless specifically included above, CCI has not analyzed any portion of the existing buildings, including but not limited to: foundations, beams, columns, walls, floors, floor framing systems, roof framing system, connections, etc. 4) OWNERSHIP OF THIS REPORT: a) Ownership of this report, all calculations, sketches, and other intellectual information pertaining to the project shown herein shall remain the sole property of CCI. 5) SINGLE PROJECT: a) These calculations, sketches, notes, and specifications 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. G) INSPECTIONS: a) CCI recommends that the Contractor, Builder, or Owner retains CCI or another qualified structural specialist to provide on-site inspection services of the items analyzed / designed herein. It is the responsibility of the Owner, Builder, or Contractor to arrange such inspections. Cov Spcs 6-12-09.doc 13 r 46 Standard Structural 5peclflcation5 — Con5tructionCalc, Inc (CCI) 7) BASIS OF DESIGN —APPLICABLE CODES: a) This design 15 based on the IBC, 2000. All construction shall adhere to the minimum requirements of said code. 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. 8) COMPETENT CONSTRUCTION PERSONNEL: a) Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. 9) TEMPORARY SUPPORT AND BRACING: a) General. Provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of same 15 not included herein, unless speafically shown. 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. b) 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. 10) CONFLICTS OR ERRORS IN PLANS: a) Contractor shall verify all dimensions and `fit' conditions in the field. Should the Contractor or fabricator note any conflicts or errors in the Plans and/or specifications, they shall be brought to the immediate attention of the Engineer. If any questions arise during construction pertaining to any structural matter, the Engineer shall be consulted immediately. 1 1) FOOTING5, FOUNDATIONS, SLABS ON GRADE: a) Geotechnical Report. Soils analysis and geotechnical engineering are not a speaalty 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. Foundation design herein is based on the gectechnical report by Materials Testing and Consulting, Inc. Dated June 8, 2009. CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind. b) Foundations, Footings on Soil: General. All footings to bear on undisturbed existing soil, unless otherwise shown in the plans or calculations. All organic and deleterious material beneath the footings, foundations and slabs to be removed and replaced with granular fill compacted to 95% relative compaction. Bottom of footings to be below locally prescribed frost zone, not less than 1 2". Replace all over-excavated areas with granular material compacted in (5" maximum lifts to 95% Relative Compaction (RC). c) Slabs on Grade. Subgrade below slabs shall be similar to the above, except that 92% relative compaction 15 acceptable. A layer of free draining material and a suitable vapor Cov Spcs 6-12-09.doc C Standard Structural 5peaflcation5 — Con5tructionCalc, Inc (CCI) barrier (designed by others) are recommended for all interior slabs. i) Contraction Joints. Contraction joints Shall be provided in all slabs at a maximum of 8 feet on center in each orthogonal direction. Contractor may use tooled joints or `zip strips'. Light gage metal keyed joints are not recommended in slabs 5ubJect to vehicular traffic. Slab reinforcement shall be continuous across all contraction joints. ii) Expansion (isolation)joints. Expansion (isolation)joints are required where new concrete slabs are poured against existing concrete or masonry, and where shown on the plans. Expansion joint material shall be asphalt impregnated fiber board or similar, �/2 inch thick. III) Construction (cold)joints. Where used, the previously placed concrete surface shall be clean and free of laitance. Reinforcing shall be continuous across the joint. Cold joints in slabs should be full depth, vertical face, and form a straight tooled edge. Cold joInt5 constructed in this manner may also function as contraction joints. d) Footing Drains. Footing drains, with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4" perforated pipe routed downgradient to daylight, unless otherwise 5pecified. 1 2) STANDARD CONCRETE: a) Strength, Mix, Placing. All concrete, unless otherwise specified in the Plans shall attain a 28 Clay strength of f'c = 2,500 psi, and shall contain not less than 5- 1/2 sacks of cement per cubic yard. Maximum water/cement ratio shall be 0.45, and maximum 51ump = 4". Max. aggregate size = 7/8". Mixing and placing of all concrete and selection of material to be in accordance with IBC and ACI 304 (latest editions). Provide 5% air entraining in all concrete exposed to the earth or weather. 13) CONCRETE REINFORCING: a) Strength, Splicing, Bending. Reinforcing bars (rebar) Shall be grade 40 (Fy = 40 k5i), unless otherwise specified in the Plans. Lap all bars 30 bar diameters, or as specified elsewhere. All reinforcing shall be detailed, bolstered and supported in accordance with applicable ACI code. Bars shall be bent with minimum G bar diameter radius for sizes up to and including No. 8, and 8 bar diameter radius for bars larger than No.B. b) Ties. For reinforced concrete beams, walls, columns, pilasters, and any other element wherein the main reinforcement bars are enveloped with tie bars (a.k.a. stirrups), the ties shall be bent with the least radius of bend so as to envelop the main rebar5 without the tie bars cracking or breaking. The tie bar ends shall overlap the main bars at least one bar diameter. The diameter of bend shall not be smaller than the diameter of the main bars in contact. c) Slabs. Reinforcement in slabs on grade which will be 5ubJected to vehicular traffic shall be #3 centered in a G" minimum slab, at 1 8" O.C. each way, unless otherwise shown herein or in the Plans. Such slabs shall have thickened edges consisting of a 1 2" x 1 2" monolithic footing with 2 ea. #4 continuous at the top and bottom of the footing. i) Reinforcement for slabs which will not be subjected to vehicular traffic shall be WWF, G"xG"x I Oga. or #3 at 24" O.C. each way, centered in a 4" slab. Cov Spcs 6-12-09.doc D h Standard Structural 5pecificatlon5 — ConstructionCalc, Inc (CCI) d) Welded Wire Fabric. Welded wire fabric (WWF) shall be ASTM A- 185. Splice by lapping one mesh +2" all sides. e) Hooks. For 160 degree hooks, provide a minimum of 2-1/2 inches or 4 bar diameters extending beyond the bend. For 90 degree hooks, provide a minimum of 12 inches extending beyond the bend. f) Cover. Provide the following minimum cover: i) Footings and other unformed surfaces, distance from the bar to earth face...3" ii) Formed surfaces in direct contact with earth ......2" III) Surfaces exposed to weather........................ 1 - 1/2" iv) Surfaces exposed to salt water...........................3" 14) ANCHOR BOLTS IN CURED CONCRETE: a) General. This section shall apply to anchor bolts installed in cured concrete using rotohammer techniques. b) Existing Reinforcing. It is important that no existing rebars are drilled or cut during the installation epoxy bolting. Location of existing reinforcing bars may be by non-destructive methods (pachometer). c) Washers. Use 3"x3"x.25" washers on all anchor bolts in light frame construction. Washers may be slotted as allowed by the IBC. d) Non-Epoxy Systems. Use Simpson Titen HD or Simpson Wedge-All where shown in the Plans. These anchors may be used to resist tension loads and shear loads. Install per manufacturer's recommendations. Minimum concrete embedment = 5-inche5 unless otherwise specified. e) Epoxy Systems. Use Simpson epoxy-tie bolt system with ET or SET high strength epoxy, with zinc plated, A307 `all-thread' bolts as shown in the sketches. Drilling of holes and installation shall be in strict accordance with manufacturer's recommendation. 1 5) POWDER ACTUATED PIN CONNECTIONS ('POWER PINS'). a) General. Unless otherwise specified in the Plans, use 0. 145" diameter minimum for concrete or steel. Minimum embedment length into concrete shall be 1 - 1/4". Minimum embedment length into steel shall be: 3/8"; or pin shaft through the member, whichever is shorter. Install in strict accordance with manufacturer's recommendations. i b) Concrete Use. For use with concrete, adJust spacing of pins, or pre-drill with 1/1 G" diameter smaller bit than pin, as necessary to avoid cracking of concrete. I G) CONVENTIONAL WOOD FRAMING: a) Material. All sawn framing lumber shall be Douglas Fir - Larch, Number 2 or better, unless otherwise shown. All sawn wood shall have moisture content less than 25%. b) General Construction: Predrill all nail holes where required to avoid splitting. Connect all wood members per the Plans and applicable building code. c) Anchor Bolts. Wet-set anchor bolts connecting mud sills, use 5/8" diameter X 8" min embedment at the spacing shown in the Plans but never greater than GO" OC, with 3" x Cov Spcs 6-12-09.doc E Standard Structural Specifications — ConstructionCalc, Inc (CCI) 3" x 1/4" heavy steel washers, wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. i) Rotohammered anchor bolts may be used in lieu of wet set. See specifications in previous section. ii) An alternate to wet-set anchor bolts and washers may be Simpson MASA at the same spacing specified above. d) Built-Up Members. Built-up members consisting of dimension lumber (typically 2X stock) are permitted where shown in the Plans. Connect with I Gd face nails at G" OC staggered into all built up members. No splices allowed. e) Pressure Treated Lumber. Use pressure treated lumber in contact with concrete and / or soil, and when directly exposed to weather. Pressure treating chemicals shall be inert, or otherwise non-reactive with metal connectors (including nails, bolts, framing connectors, etc.) or structural steel members. i) In certain cases non-pressure treated lumber may butt against concrete. In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. f) Blockinq / Bridgng. Provide full depth bridging or blocking at 8' OC max. in Joist or rafters without continuous plywood diaphragm connection on the top . i) Provide solid blocking at all bearing points. u) Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer posts loads through the floor to the supports beneath. q) Partition Walls. All non-shear wall partitions on slabs shall be secured with 0. 1 45" diameter power pins at I G" OC, unless otherwise shown. Shear wall partition walls on slabs shall be connected to the slab with the anchor bolting schedule shown on the Plans. i) Bearing partition walls which carry loads from above shall bear on joists or beams sized to carry said loads. If not shown on Plans, contact engineer. h) Beam Supports (Trimmers). All Glu-Lams or Paralam beams shall have (at a minimum) double trimmers or a 4X post at each bearing point unless otherwise shown. Sawn beams GX 12 or less may use single trimmer at bearing points, larger size sawn beams to use double trimmer or 4X post unless otherwise shown. i) Bolts. Unless otherwise specified: Use washers on all bolts; tighten all bolts to a very snug wrench tight condition; use standard A307 bolts. Provide the followinq minimum edge distances between centerline of bolt and all edges of bolted wood, and between centerline of multiple bolts: 1) 5/8 inch diameter bolts ................... 3 inches 11) 3/4 inch diameter bolts ................... 3.75 inches III) I inch diameter bolts ...................... 4.75 inches IV) Minimum distance between edge of bolt and any edge of steel plate (angles, gussets, flanges, webs, etc.) shall be one inch. Cov Spcs 6-12-09.doc IF Standard Structural Specifications — ConStructionCalc, Inc (CCI) v) Engineer shall specifically approve any bolted connection using less edge distance than shown above. j) 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. i) Simpsons 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 speafied in Plans but never less than required to ensure full strength. 1 7) PRE-FABRICATED FRAMING CONNECTORS: a) Manufacturer: Simpson brand is specified, however any other nationally recognized brand (Silver, KC, etc.) may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. b) 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. c) Corrosion Resistance: Use the following depending on the level of corrosion resistance required: i) Low Corrosion Resistance: Use standard G90 zinc coating with .90 oz of zinc per square foot of surface (total both sides). Typically used for interior or exterior dry applications. Medium Corrosion Resistance: Use Z-Max galvanized products with 1 .85 oz of zinc per square foot of surface area (total both sides). Hot dipped per ASTM AG53. Must use hot-dipped galvanized fasteners with these products. Typically used for exterior wet applications. III) High Corrosion Resistance: Use HDG hot-dipped products with a minimum of 2.0 oz of zinc per square foot of surface area (total both sides). Thickness of galvanizing increases with increased metal thickness. Must use hot-dipped galvanized fasteners with these products. Typically used for very wet exterior conditions d) Holdowns: i) Strap-type. Install per manufacturer's recommendations. These holdowns shall be installed over plywood or OSB sheathing to a double-2x or single 4x framing member. e) Use with Prefabricated Wood Products, i.e. Paralam, TJI, etc.: The Contractor shall verify with the prefab. wood manufacturer that the speafied connectors will work as intended with their product. f) Default Connector Types. Unless otherwise shown, the following metal plate connectors shall be used. Cov Spcs 6-12-09.doc G Standard Structural Specifications — ConstructlonCalc, Inc (CCI) 1) Post caps...................................PC or AC series 11) Post bases................................. PBS series iii) Beam hangers...........................Top flange type, 1115, JB, PF, HUSTF, HUTF, or equal. iv) Joist hangers............................. LU or LUS series. v) Truss and rafter holdowns.........H I or H 2.5 at each heel to double plate. 18) PREFABRICATED WOOD PRODUCTS: a) 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 stamped design drawings with appropriate notes showing member sizes, forces, installation procedures, blocking, bracing, etc. The contractor shall conform to these drawings in the installation of the structural roof system. The Contractor shall ensure that adecivate diagonal bracing from the roof diaphragm to the ceiling diaphragm is permanently installed. i b) I-beam Composite Web / Flange Joist Products. These are as designed by others, unless specifically called out herein. 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. All manufacturer's installation recommendations (bearing, blocking, bracing, hangers, provisions for double Joist, etc.) shall be followed. c) PSL (Parallel Strand Lumber). Where called for, use minimum 2.OE, 2,900 psi minimum allowable bending stress. These must be stored and installed in strict accordance with manufacturer's recommendations. Any nationally recognized brand is acceptable. d) LVL (Laminated Veneer Lumber). Where called for, use minimum I .9E, 2,000 psi minimum allowable bending stress. These must be stored and installed in strict accordance with manufacturer's recommendations. Any nationally recognized brand is acceptable. e) LSL (Laminated Strand Lumber). Where called for, use minimum I .5E, 2,250 psi minimum allowable bending stress. These must be stored and installed in strict accordance with manufacturer's recommendations. Any nationally recognized brand is acceptable. f) Glue-Laminated Timbers. Unless otherwise noted, all glu-lam beams shall be 24F-V4 DF/DF industrial appearance grade, manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations. If these span continuously over one or more interior supports or are cantilevered, use 24F-V8 DF/DF. If visually exposed to interior living space, use Architectural Appearance Grade. g) Plywood or OSB Shear Walls. All plywood or 055 on shear walls shall have all edges blocked. All blocking to receive edge nailing. All shear walls shall be positively connected to horizontal diaphragms at their tops and bottoms per the Plans. Plywood, use A.P.A. trademark, CDX, unless otherwise noted. Store and install in accordance with the recommendations of A.P.A. and IBC for shear resisting vertical wall sheathing. h) Plywood Roof. If roof diaphragm is not specified in Plans or Calculations, use 1/2" over non- blocked supports at 24" OC. Use IBC Case I pattern. Nail with 8d at G" on edges, and 1 2" in field. Contractor to verify all span ratings. Cov Spcs 6-12-09.doc H Standard Structural Specifications — ConstructionCalc, Inc (CCI) i) Floors. All wood floor diaphragms shall be glued and nailed. Use thickness as required to support the intended loads, never less than 5/8". Contractor to verify all span ratings of plywood. Where otherwise not shown on Plans, nail floor diaphragm using 8 penny (screw type nails recommended) at G" on edges, 1 2" in field, non-blocked, per 15C Case I pattern. i Cov Spcs 6-12-09.doc l Cis RUGTI�N CALC 18579 W.Lakeview Lane Cell:(360)708-1865 Mount VernonWe Empower The Building Industry ,WA 98274 timgQconstructioncalc.com or SOFTVV-A-RE,b INGINEERING 8 SEMINARS, Office:(360)422-5663 bu'iildersengineer@constructioncalc.come. 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O O U 0 F-0 cb n _0 n t°�s0 y Q C.O n p 0 FF Y � N Q'D 0 U O N n n € Q o®�cv N o <muo Wrux � � O �N � o 00.91 ® s}slof joo9 OLL la „ a I® — J o � 3 x N N a�f X 3 o0 „ ® x „ l l �x a xCO 0 a 1- 00w91 ® s}slof ioog O L L If l „Q L L — x 3 c M N ; x d N .0 x x co 0 N N toLm — U O u 3 x cm .0N� N 0) I 0 n i �d`�jo21 CTIM CAS RUCTION CALC I 18579 W.Lakeview Lane Cell:(360)708-1865 We Empower The Building Industry Mount Vernon,WA 98274 timg@constructioncalc.com or. S O F T W A R E, -ENGINEERING 6 SEMINARS Office:(360)422-5663 bui Idersengineer@constructioncalc.com Fax:(360)422-5664 www.constructioncaic.com LY "1Z6DaPJD/W-r `�� C.(S� Ilbrt,w��t ( l�Crab ufz,i�., DUE- -12-) `Tr- `5�L� � >> C,("-A(;D mE,, flr� � t E ,7(v) W tv fn1 t2 t p C tot 1 d �ocj,xt.2 }� lei 5 .?j 401 Z:-- .LANC L-D-1 W (.-3 C�� ( c�/1t.1't; `( t1? (�, 7 r! bl c 8 '� J DC--- �t w�U.s � � r Z�,zD 71 I ,> , �.� - .? �pu✓3 ) ur ) 11 u Q�r ` = �i 0 ��� -EA fin- . 9h v-_ Tf , (ht.k17IV �3 Ut) 7 7 R D �t_tZ �V LC- PZoor w (v lc�7o`7 4 (6o(-*,+ `10�2)2 Gti Structural Design Loads - IBC 2006 & ASCE 7-05 Seismic Calculations - Per ASCE 7-05 t09021 -Chan Sq N.Addn Equivalent Lateral Force Procedure ASCE 7-05(12.8) Earthquake Spectral Response Accelerations Approx.Site Location Anacortes,WA USGS 0.2 Second Response Ss= 1.15 %of gravity USGS 1.0 Second Response S, = 0.4 %of gravity No.of stories above ground lev. Three stories SM, = 0.640 Sps= 0.797 Site Class Stiff Soil Profile,D(Typ.) Sp, = 0.427 CTs= 0.020 Occupancy Category Residential&All Others Structures,II . T.= 0.330 (&Seismic Use) Cu= 1.200 Structural System Sheathed Brg Walls As Shear Panels,R=6.5 . T= 0.396 Csmax= 0.166 Long-period Transition Period(See Fig 22-15) TL= g Csmin= 0.010 Elev.Of Top Of Building hn= 42 ft Cs= 0.123 Design Categories Required Seismic For Short Period Response D Design Category For 1 Second Period Response D D Height Limit(feet) 65, (NL-No Limit,NP-Not Permitted) Max.Allowable Story Drift 0.02 hsx OR L/50 Seismic Base Shear V= 0.123 W Simplified Method Base Shear V= 0.260 W Wind Loads Per ASCE 7-05 -Analytical Procedure Applicable for Main Force Resisting Systems of Rigid Buildings of All Heights Building Wind Exposure Exp C-Open Terrain&Bodies Of Water<1 Mi Wide Enclosure Classification Enclosed Building(Typical) Wind Speed Type Input 3-Second Gust Wind Speed(New Higher Value) 3-Second Gust Wind Speed BS mph . Iw= 1.00 Roof Pitch 1 6.00 /12 Fj = 26.6 deg Slope 1 0= 26.6 deg Roof Pitch 2 6.00 /12 d = 26.6 deg Slope 2 0= 26.6 deg HIII Shape Topographic Factor Not Applicable Downwind no Building Width Perp.To Ridge B= 70 ft Building Length Parallel To Ridge L= 170 ft Mean Height Of Roof(ft) hin= 32.0 ft z= 32.00 ft Eave Height(ft) heave= 26.0 ft K, = 0.000 3-Second Gust Wind Speed V= 85 mph Directionality Constant Kd=F K2= #DIV/0! K3= #DIV/0! Height of Hill or Escarpment H,,= Narrowest Half-Width of HIII at Half-Height L,,= Horiz. Distance From Crest To Bldg.Site x= 2006 IBC-Loads Calculator Analytical 6-19-07.xls 5/19/2009 Topographic Factor KZt= 1.000 Gust Effect Factor G= 0.85 Velocity Press.Exposure Coefficient Kh= 0.996 IBC Load Factor for ASD Wind-1605.3.2 CO= 1.0 (Applies To All Wind Pressures) Velocity Pressure qh= 15.65 psf Windward Wall Pressures Internal Pressure Elev Intermed.Value Windward Z 9Z Wall Internal Pressure 0-15 feet 13.35 psf 9.08 psf +/-2.82 psf 15-20 feet 14.18 psf 9.64 psf 20-25 feet 14.86 psf 10.11 psf Uplift Pressures 25-30 feet 15.44 psf 10.50 psf 30-40 feet 16.41 psf 11.16 psf GC Constant Pressure 40-50 feet 17.20 psf 11.69 psf 3.7 57.92 psf 50-60 feet 17.87 psf 12.15 psf 2.8 43.83 sf 60-70 feet 18.46 psf 12.55 psf 2.0 31.31 sf 70-80 feet 18.98 psf 12.91 psf 1.7 26.61 sf Transverse(Perp. To Ridge) Longitudinal (Parallel To Ridge) Leeward Wall Side Walls Leeward Wall Side Walls -6.65 sf -9.31 sf -3.71 sf -9.31 sf f (Outward) (Outward) (Outward) (Outward) Windward Roof- Windward Roof- Roof Pressures- Slope 1 -6.00/12 Slope 2- Based On Posn. Pressure 6.00/12 Down Ridge Option 1 -3.42 psf -3.42 sf 0 to h/2 -11.98 sf Option 2 2.89 psf 2.89 psf h/2 to h -11.98 psf h to 2h -11.98 psf >2h -11.98 psf Leeward Roof-Slope Leeward Roof- 1 -6.00/12 Slope 2- 6.00/12 Typical Elements -7.98 psf -7.98 psf Mid-Wall Studs 20.04 sf (Outward) (Outward) Mid-Roof Rafters 16.91 sf Slope 1 Mid-Roof Rafters 16.91 sf Slope 2 i 1 2006 IBC-Loads Calculator Analytical 6-19-07.xis 5/19/2009 C-4 Wind Pressures Per ASCE 7-05 -Analytical Procedure Horiz pro* w/w-factor 11.16 psf Slope 1- 1601 -3.42 psf 6.00/12 -7.98 psf 17.8 psf 23.2 psf 2.89 psf 10.50 psf 17.2 psf 22.3 psf Z� 10.11 psf +/-2.82 psf 16.8 psf 21.8 psf 2.82 Psf 9.64 psf w_� +/_2.82 ps>_-y -6.65 psf 16.3 psf 21.2 psf +/-2.82 psf O, 9.08 psf �~ 15.7 psf 20.4 psf .. 70.00 ft Horiz pro' w/w-factor 11.16 psf Slope 2- .� of 6.00/12 17.8 psf 23.2 psf +`---- -3.42 psf -7.98 psf 2.89 psf 10.50 psf 17.2 psf 22.3 psf Z� 10.11 psfL+I-2.82 +/-2.82 psf 16.8 psf 21.8 psf 9.64 psf +/-2.82 psi.-lo -6.65 psf 16.3 psf 21.2 psf 9.08 psf 15.7 psf 20.4 psf 70.00 ft I Press+suction on roof 1..-3 w-factor for ASD Alt load combs, 1605.3.2 Roof 1 slope: 0.46 rads 26.57 deg Press,slope 1,roof, horiz proj: 5.1 psf 6.6 psf Adjusted for w-factor Roof 2 slope: 0.46 rads 26.57 deg Press,slope 2,roof,horiz proj: 5.1 psf 6.6 psf Adjusted for w-factor 2006 IBC-Loads Calculator Analytical 6-19-07.xls 5/19/2009 TM CAS RUCTION CALL 18579 W.Lakeview Lane Cell:(360)708 1865 We Empower The Building Industry Mount Vernon,WA 98274 timg@constructioncalc.com or SOFTWARE,SOFTWARE,IU ENGINEERING d SEMINARS - i Office:(360)422-5663 buildersengineer®constructioncalc.com: Fax:(360)422-5664 www.constructioncalc.com (70(i)j].2,6 L-E SEtS . rfiv� V -TOT 3 - —R V e V?Jl7s V-r6T?l� L 0 U-Fo73 IGJ C V s (Q ldo 'lT - s t e-, 1 C (�(Iz"o(-7) s �{z�v 7L Qi u 4 74�dLJ&�. fa,2 t 7S 'D tl qw� CPLIi ��Ct C'C fit- cv,N IV-- �cd�(.�) _ '71 o 'tii7�'�t� �—rF'�t,- �r�•2 "a+'a-��t t��;%F C.U�1-- I ,M CAS RUCTION CALC 18579 W.Lakeview Lane Cell:(360)708-1865 We Empower The Building Industry Mount Vernon,WA 98274 timg@constructioncalc.com or s6FTWARE,Uo ENGINEERING & SEMINARS i Office:(360)422-5663 buildersengineer@constructioncaic.com Fax:(360)422-5664 www.constructioncaic.com; E - w (AT / Lev v l S tS CC-,AoLe- `a•w. 5.�-r 4k 44 -44-c)-4 2,t-t 2:-L-t -6 S 1 t 4-4 754 3•q, �' i �Z 11 ??&.�i �f zz-4 z. �€ �.� �5-� 4 4 �.�4 �.gk � Z►,1D Z c — )S-74 U76T C L-Oc'�-- TZ'U/9-;L �-- I t l✓-7 < � l l ��Iyvia LIT.� 18579 W.Lakeview Lane Cell:(360)708-1865 CIS RUCTION CALL W e Empower The Building Industry Mount Vernon,WA 98274 timg@constructioncalc.com or SOFTWARE, -ENGINEERING d SEMINARS j Office:(360)422-5663 buiIdersengineer®constructioncalc.com j Fax:(360)422-5664 www.constructioncalc.com i 1� 414 &fi r >ti~ 5 � Q �2 v- � a V` O-t zt A, U _ j2�` l 1Z4' �r L(5 ALL, tN' c'i GI.�U-S . (� �L, Z�� Z 5) 21 I -Lmo � 2 ti ypFk TM CAS RUCTION CALL 18579 W.Lakeview Lane Cell:(360)708-1865 BuildingWe Empower The Industry Mount Vernon,WA 98274 timg@constructioncalc.com or SOFTWARE, -ENGINEERING 6SEMINARS Office:(360)422-5663 buildersengineer@constructioncalc.com j Fax:(360)422-5664 www.constructioncalc.com v Sul w>t b—C � tit Iti34c �.� ��-4 Z�lz�} —Z04 �o S -0 �w � Z6 v- 15,7.-0-0ILI (. LA G 25-r 4 4 c2 #- 1 4 -7 V= V 9Em wq F-<z t ZA. - ��4 _ - 7 �� 2 = 0o + 4 3-( 'I t 4.3-- 24 2{ ti.5 � � `>t �.d t:3.S { ��.s = ( -7.-� [---76(274 C7 1% --5'�C a4 LN tI I I rV 4 b - a(nF �gaZ1 (i°l TM -T, CS RUCTION CAC 18579 W.Lakeview Lane Cell:(360)708 1865 We Empower The Building Industry Mount Vernon,WA 98274 timg(@constructioncalc.com or SOFTWARE, -ENGINEERING a SEMINARS Office:(360)422-5663 buildersengineer@constructioncalc.com Fax:(360)422-5664 www.constructioncalc.com Z '72Z 14VF R-bpi, . ✓ v '-�- JS-T (-EL/. C4 i ezA L- S �w 3 c i-E►� ? 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WAU- S . 0 &—� - - / bj = (11- 4 4 ��c_,Tw't. � u.a�i .�(✓� fie® ']�$ C��� Zoe ({- l.v � ►zt.:�.. ��� �j l tM X �j w.4cU 7z�0 aK IDA Z '� GV I + 1 L/ �ogo21 Gm, CAS RUCTION CALC 18579 W.Lakeview Lane Cell:(360)708-1865 We Empower The Building Industry Mount Vernon,WA 98274 timg®constructioncalc.com or S O f TWA R EI E NGINEERING a SEMINARS - Office:(360)422-5663 builtlersengineer®constructioncalc.com Fax:(360)422-5664 www.constructioncalc.com A, L� ( 4 + ESAT maw; S �- 9t Zg f g S ($.5-t- 7'+ 1 l Cp IT t Gl-2; Tim K. Garrison, P.E. POINT LOAD CALCULATOR Shear Panel Uplift Calculator Dead Load TW 1 TW 2 Point Ld. Job Name: Chandler's Sq Addn Roof DL 15.0 psf 0 Architect/Designer: Mark Christ Wall DL 10.0 psf 2.0 ft 23.0 ft 460 Job No.: t09021 Floor 3 DL 15.0 psf 0 By: tkg Floor 2 DL 15.0 psf 0 Date: 5/28/2009 Floor 1 DL 15.0 psf 0 Other 0 Otherl I I 1 0 Sum= 460lb UNIFORM LOAD CALCULATOR UNIFORM LOAD CALCULATOR UNIFORM LOAD CALCULATOR Dead Load TW 1 UDL Dead Load TW 1 UDL Dead Load TW 1 UDL Roof DL 15.0 psf 25.0 ft 375 Roof DL 15.0 psf 0 Roof DL 15.0 psf 32.0 ft 480 Wall DL 10.0 psf 8.0 ft 80 "Wall DL 10.0 psf 16.0 ft 160 "Wall DL 10.0 psf 23.0 ft 230 Floor 3 DL 15.0 psf 0 Floor 3 DL 15.0 psf 12.0 ft 180 Floor 3 DL 15.0 psf 1.0 ft 15 Floor 2 DL 15.0 psf 0 Floor 2 DL 15.0 psf 12.0 ft 180 Floor 2 DL 15.0 psf 1.0 ft 15 Floor 1 DL 15.0 psf 0 Floor 1 DL 15.0 psf 0 Floor 1 DL 15.0 psf 0 Other 5 0 Other 0 Other 0 Other 0 Other 0 Other, 0 Sum= 455 plf Sum= 520 pif Sum= 740 plf UPLIFT CALCULATOR Panell.D. 41U 41L 31 21 11 3A 14 1A Lateral Load,plf 131 plf 349 plf 283 plf 329 plf 414 plf 309 plf 350 plf 462 plf Panel horiz.length,ft. 3.0 ft 3.0 ft 12.0 ft 12.0 ft 12.0 ft 4.0 ft 28.0 ft 5.0 ft Panel ht.(mom-arm),ft. 6.0 ft 5.0 ft 8.0 ft 8.0 ft 8.0 ft 8.0 ft 8.0 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. 1,100lb 1,770lb 2,430 lb 3,330lb 4,050 lb 1,125lb 1,920lb 460lb Dead point load at Rt.end,lbs. 1,100lb 1,770lb 2,430 lb 3,330lb 4,050lb 1,125lb 1,920lb 460lb No.AB's to help keep Lt.end down 0.5 ea. 0.5 ea. 0.5 ea. 0.5 ea. 2.0 ea. 0.5 ea. 2.0 ea. 2.0 ea. No.AB's to help keep Rt.end down 0.5 ea. 0.5 ea. 0.5 ea. 0.5 ea. 2.0 ea. 0.5 ea. 2.0 ea. 2.0 ea. Dead weight UDL(from table),plf 80 plf 190 plf 290 plf 450 plf 570 pif 455 plf 520 plf 740 plf Wind or EQ lat load,enter w or e w w w w w e e e w Wind or EQ adjusted Lt.Pt Ld.: 7371b 1,1861b 1,628 lb 2,231 lb 2.7141b 1,1251b 1,920lb 460lb 0 lb _ .. Wind or EQ adjusted Rt.Pt Ld.: 737lb 1,1861b 1,6281b `. 2,231 lb `........2,7141b � 1,1251b ..................... Adjusted dead UDL'•........ P.�f...............127 plf............_194 P..ff..............302 plf..............382 plf............._455 plf............520.p1f.............740 plf...............0 plf........ Overturning moment! 2 -I 2 -I '• 271 - 1 4 -I g 358 ft b 5, 35 ft b 68 ft-lb . 3 .58 ft-lb 39.744 ft-Ib 9:888 ft-Ib € 78:400 ft-Ib 18,480 ft-Ib O ft-lb :......................... ............................0......................................................................................b........................_.........................b............................:............................ Resisting Moment from dead UDL: 360 ft-lb 1 855 ft-lb i 20,880 ft-lb 32,400 ft-lb 41,040 ft-lb 3,640 ft-lb 203,840 ft-lb! 9,250 ft-lb ': 0 ft4b ....................................................................................................................................................:.............-.................................................................................................... Uplift Lt.end: -446 lb : -101 lb -1,479 lb 's -2,674 lb 1 -4,322 lb 62 lb -7,900 Ib -114 Ib #DIV/01 _....__.....................a................... Uplift Rt.end: -446 lb : -101 lb ..01b _ ....14 l 1,4791b -2,6741b -4,3221b 621b -7,9001b -1141b #DIV/0! Moldown Quick2-3-01A 3705 East College Way,Mount Vernon,WA 98273 Page 1 G l4- ConstructionCalc,Inc. CA �RUCTIONCALC ProBeam va.01 Assumotions: Top and bottom must be laterally supported at 4-ft max.intervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong axis only.No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC,2003 IBC,and 1997 UBC. 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: t09021,Chandler'sSq. Load and Span Diagram(Not To Scale.Pitch,if any,not shown) i Beam I.D.: R61 500 i Other Info.: 6/11/2009 400 300 Main Span,L= 10.00 ft a 200 ........................................................ v Main Span Max.Allowed Live Defl:L/I 360 =0.33 in J 100 Main Span Max.Allowed Total Defl:L/i 240 =0.50 in 0 ......................................................... Cantilever(Overhang)Exists? No . -100 2 4 6 8 12 -200 Pitch if Sloped: 0.0:12 -300 Span(ft) Load Duration snow:1.15 Loads From Continuous Member? No V i Add Self Wt.? FS y. Q No For Wood and Press Treated? Wet Cord? Temp Cond. Loads Other Than Uniform Loads? No GluLams Only: Not press treated . Dry 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 16 psf 15 psf 10.00 ft - - 150.0 lb/ft Roof Snow(only) 25 psf 10.00 ft 250.0 lb/ft 250.0 lb/ft Floor 3 Loads 40 psf 15 psf - - - Floor 2 Loads 40 psf 15 psf Floor Loads 10 psf Wall Dead Load Other'psf load and trib.width Additional'plf Unif.Live Loads.: Descrip'n,opt'I: .............. Additional'plf Unif.Dead Loads.;,,,,,,,,,,,,,,_oescrip'n,.opt'I: Load Subtotals 250.0 lb/ft 250.0 lb/ft 150.0 lb/ft Total Adjusted Uniform Loads WL= 250.0 lb/ft WD= 150.0 lb/ft Combined Total Uniform Load wu= 400.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-Larch . Timber Material Douglas Fir-Larch Lumber Grade No.2 . Timber Grade WWPA-No.2 Repetitive Acceptable Solutions Acceptable Solutions Member Use? (4)2 x 8 No (2)2x12 3x14 6x10 - - List properties for what (3)2 x 10 4 x 10 size lumber? z x 6* An asterisk Slf Wt=10.55 indicates a non- List properties for Fb=1346 Fv=207 Fcp=625 E=1600000 Slf Wt=2.11 acceptable sol'n. what size? 6 x a* Fb=863 Fv=196 Fcp=625 E=1300000 Final Member sawn wood Final Member Results Final Member:4 x 10, Douglas Fir- Bending Overdesign: 1.2% Material Library Choose From Min.Sizes That Cal[. Larch, No.2 Shear Overdesign: 158.7% Final Size: 4 x 10 . Deflection Overdesign: 101.0 Min.Bearing Lengths:= 1.50 In.(Left) = 1.50 in.(Right) Use Conditions Selected: None. Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Len(approx): Final member okay by: 1.2% Actual Member Size:3.50-x 9.25" 10.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Maximums R,-Left R,-Right Max.Positive Moment:`5,103 ft-lb 5.00 ft Main Span .............................................. ..........................................:..................................................................................................................................... Live Load: 1,250 lb 1,250 Ib Max.Negative Moment:?0 ft-lb 0.00 ft Main Span ............................................................................................................................................................................................................................. Dead Load: 791 Ib 791 Ib Max Design Shear: 1,727 lb 0.00 ft Main Span ............................................................................................................................................................................................................................. Total Load: 2,041 lb 2,041 lb Main Span Max.Downward: 0.152"/0.249" 5.00'/5.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total)` ........................................................................................:.................................................................................................................................... Main Span Max.Upward Deflection. 0.000"/0.0001, 0.00,/0.00, Main/Main Minimums R,-Le R,-Right (Live/Total). ...............................................................:.................................................................................................................................... Cant.Down.Defl. Live/Tot): N/A N/A N/A Live Load: 0 lb 0 lb ( 0.6 or 1.0 Dead: 475 Ib 475 Ib Cant:U .Defl.:..(Live./Tot ):.N/A........................................................N/A................................_N/A .............. Net Reaction 450 Ib 450 Ib Req'd El,Not Incl.Self Wt.:€1.800E+08 Actual El: 3.69E+08 Live Case Causing Min NIA N/A Approx.Self Weight: 8.28 plf Approx.Tot.Wt.:83 Ito Min.Calc'd Bearing Lengths:! = 0.93 in(Left) = 0.93 in(Right) ProBeam v4_0 working copy(version 1).xls 6/11/2009 Pg. Column, Post, Stud Calculator �� .� Assumptions: 1)Top and bottom connections are considered'pinned'(not rixed'or CcW4s RUCTION CALL n embedded). 2)Bearing area at top and bottom is not checked. 3) The column is assumed to be laterally supported at its top and bottom. 4)Loads include axial compression and/or uniform wind(bending). 5)Wet or extreme temperature use of the material is not www.constructioncalc.com considered. 6)Design based on 1997 National Design Specification for Wood Construction values and equations. 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 t09021,Chandlrs sq. Member I.D. RP4 P Other Info 6/11/2009 General Information Column,Post,or Stud Length,ft. L= 4.00 ft Max.Live Deflection L/ 75 = 0.64 in L ............. Type Of Column,Post,or Stud Col Sheathed On Narrow Face(Preventing Weak tads Budding) V Load Duration Factor ( ) 5 Two Months Snow � 3 Off-Center(Eccentric)Compression Loads or Add'I Bending Loads(other than wind)? No Applied Gravity Loads Reduced Live Load, Live Load, Dead Load. Live sf Dead sf x Length,ft x Width ft. Ibs lbs. Ibs Roof Loads(without snow) 15 psf 13.00 ft 29.00 ft 0 lb 0 lb 5,655 lb Roof Snow(only) 25 psf 13.00 ft 29.00 ft 9,425 lb 9,425 lb Floor 3 Loads 0 lb 0 lb 0 lb Floor Loads 0lb 0lb 0lb Floor 1 Loads 0 lb 0 lb 0 lb Wall Dead Load 0 lb Other'psf load and trib.area. 0 lb 0 lb 0 lb Other point load:all Live,all Dead,or':. Descrip'n,opt'I: 0 Ib some of each,Ibs.€ ......................................................................... Total Live and Dead Loads: 9,425 lb 5,655 lb Combined Total Load: 15,080 lb Wind Load (Assumes external sheathing of plywood,metal,etc.is applied) Wind Applied To: Narrow Face jvj Tributary Width of Wind Load,ft. z=� Wind Pressure q= 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Fir-larch 1-1 Timber Material Do gws Fr-larch Lumber Grade No.z1-1Timber Grade WWPA-Dense Select SUuct IV I 2x12 5x5 - (2)2x6 6x6 - - 3x8 4x5 Glued Laminated Columns 1.8E Parallam PSL Columns Glulam Combo. s-DF(visually Graded) 2.5 x 6 5.126 x 5.125 3-1/2"x 3-1/2" 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"x 7" 3.125 x 6 8.75 x 9 3-1/2"x 7" 7"x 7" 5x6 Final Member: Isawn wood Final Size: (z)z x 6 This member makes it by: 13.3% Final Member Selected: (2) 2 X 6, Controlling Factor: Combined Bending/Compressive Stresses Douglas Fir-Larch, No. 2 Column Calculator.xls ConstructionCalc,Inc. CdiISTRUCTIONCALC ProBeam v4.o1 Assumptions:Top and bottom must be laterally supported at 4-ft max.intervals. Full-depth blocking req'd at supports and cantilever end.Bending in strong axis only.No wane in Glulam laminations. Dynamic loading rat considered.Compliant with 20061BC,20031BC,and 1997 UBC. 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: t09021,ChandleYs Sq. Load and Span Diagram(Not To scale.Pitch,if eny,not shown) Beam I.D.: RB6 500 400 Other Info.: 6/11/2009 300 r Main Span,L= 24.00 ft g 200100 ................................................. o Main Span Max.Allowed Live Defl:L/i 360 i=0.e0 in "0 0 .................................................. -100 5 10 15 20 25 30 Main Span Max.Allowed Total Defl:L/i ?40 =1.20 in 200 .. Cantilever(Overhang)Exists?K=Iil -300 Pitch if Sloped: 1 0.0:12 40o span(ft) Load Duration snow:t.ts Loads From Continuous Member? res Add Self Wt.? ®yg Q For Wood and Press Treated? Wet Cond? Temp Cond. Loads Other Than Uniform Loads? No GluLams Only. Not p ess treated . D y . 100 deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live,psf Dead, sf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) tsf 15 sf 8.00 ft - - 120.0 lb/ft - Roof Snow(only) 8.00 ft 200.0 lb/ft 200.0 lb/ft Floor 3 Loads 15 sf _ _ Floor 2 Loads 15 sf Floor Loads10 psf Wall Dead Load Other'psf load and trib.width Additional'plf Unif.Live Loads.:_. Descrip.n.optl Additional'plf Unif.Dead Loads.: Descrip:n.opCl ................................ Load Subtotals 200.0 Wit 200.0 lb/ft 120.0lb/ft Total Adjusted Uniform Loads w1= 230.0 lb/ft wD= 138.0 lb/ft Combined Total Uniform Load wu= 368.0lb/ft Glued Laminated Members 2.0E Parallam PSL Glulam Grade 24FV4(-A-) . - 5-114"x 16" { Acceptable Solutions 2-11116"x 18" 7"x 14" 2.5"x 19.5" 5.125"x 15" 3-112"x 18" Slf Wt= 11.8 List properties f Ust glu lam properties for 3"x 18" 6.75"x 13.5" what size? z-11/16^x 1a^* . Fb=3489 Fv=333.5 Fcp=750 E=2000000 what size glulam? 3.125"x 18" 8.75"x 13.5' I-Level.TJI 5"x7" IV 5"x15" Web Fb=2760 Fv=276 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=11.22 Stiffeners? 1.9E Microllam LVL List properties for what (3)1-314"x 16" size LVL? 1 (2)1-314"x 18" 1-3/a"x 14"* wl Fb=3160 Fv-327.75 Fcp=750 E=1900000 Slf Wt=7.1 1.3E Timberstrand LSL An asterisk• 1.55E Timberstrand LSL List properties for what indicates a non- (3)1-314" x 16" P P List properties fo size LSL? acceptable sol'n. what size? (2)1-314"x 18" Slf Wt= 6 Fb=2030 Fv=172.5 Fcp=435 E=1300000 Slf Wt=5.6 (3/-_x 11-1/a"* . Fb=2776 Fv=356.5 Fcp=800 E=1550000 Final Member Glued laminated . Final Member Results Final Member:6.75"x 13.5",Glued Bending Overdesign:67.6% Material Library ChooseFomMin.ShesThatGk. • Laminated,24F-V4(DF/DF) Shear Overdesign:294.6% Final Size: a.7s'x 13.s" . Deflection Overdesign:2.5% Min.Bearing Lengths:= 1.50 in.(Left) = 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: WA Vert Dlff(approx): 0.00 ft True Len(approx): Cont Mem Loading. Final member okay by: 2.5% Actual Member size:6.75"x 13.5" 24.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Maximums R Left R,-Kahl Max.Positive Moment:28,131 ft4b 12.00 ft Main Span ..................................................................................................................................................................................................... Live Load: 2,760 lb 2,760 lb Max. alive Moment:0 ft Ib 0.00 ft Main Span ...... ...... ...•..... ......................................P.......... Dead Load: 1,9281 1,928 lb .Max Design Shear 4.249 lb .0.00 ft .Main Span. ............. Total Load: 4,688 lb 4,688 lb Main Span Max.Downwardi 0.689"/1.171" 12.00'/12.00' Main/Main Live Case Causing Max WA WA Deflection(Uve/Total); ..............................................................................,...................................................................................................................... Main Span Max.Upward Deflection: 0.0001,/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-R cht (Live/Total); ................(....................,....................................................................................................................... Live Load: 0 lb 0 lb Cant.Do n.Defl. Uve/Tot:i WA WA WA ..................................................................................................................................................................................................... 0.6 or 1.0 Dead: 1,157 lb 1.157 7 lb ....................Cant:.UR.Defl:(Uve/Tot) WA WA NA eq ................ Net Reaction 9941b 9941b R d El,Not Incl.Self Wt.:12.289E+09 Actual El: 2.49E+09 Live Case Causing Min WA WA Approx.Self Weighti 22.71 plf Approx.Tot.Wt.:545lb Min.Calc'd Bearing Lengths:i = 1.07 in Left = 1.07 in(Right) ProBeam v4_0 working copy(version 1).xls G1� ConstructionCalc,Inc. CcixuS�iRUCTIONCALC ProBeam 14.01 r Assumptions:Top and bottom must be laterally supported at 4-ft max.intervals. Full-depth blocking req'd at supports and cantilever end.Bending in strong axis only.No wane in Glulam laminations. Dynamic loading not considered. Compliant with 20061BC,2003 IBC,and 1997 UBC. 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: t09021,Chandler's Sq. Load and Span Diagram(Non To scale.Pitch,if eny,not show") Beam I.D.: R137-end beams 200 150 Other Info.: 6/11/2009 100 3 Main Span,L= 24.00 ft _ 50 ................................................... 0 0 Main Span Max.Allowed Live Defl:L I'•, 360:............. .j=0.e0 in .0 -50 5 10 15 20 25 30 Main Span Max.Allowed Total Defl:L/ 240 =t.z0 in 100 ..................................................: Cantilever(Overhang)Exists? ra -150 Pitch if Sloped: 0.0:12 250 Span(ft) Load Duration snow:1.1s Loads From Continuous Member? r10 Add Self Wt.? ®yes No For Wood and Press Treated? Wet Cond? Temp Cond. Loads Other Than Uniform Loads? No GluLams Only: Nor pmss t eared Dry 100 deg F a less F Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live,psf Dead, sf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 16 sf 15 psf 4.00 it - - 60.0lb/ft Roof Snow(only) 25 sf 4.00 ft 100.0 Will 100.0 lb/ft Floor 3 Loads 40 sf 15 psf - - - Floor 2 Loads 40 sf 15 psf Floor Loads 10 psf Wall Dead Load Other'psf load and trib.width t Additional'plf Unif.Live Loads.: Descnp.n,opn 0 Additional'plf Unif.Dead Loads.; Descrip.n opri. Load Subtotals 100.0 lb/ft 100.0lb/ft 60.0lb/ft Total Adjusted Uniform Loads wL= 100.0 lb/ft wD= 60.0lb/ft Combined Total Uniform Load wu= 160.0 Wit Glued Laminated Members 2.0E Parallam PSL Glulam Grade 24F-V4(DF/DF) I5.114"x 11-1/4" Acceptable Solutions 2-11116"x 14" 7"x 11-1/4" 2.5"x 15" 5.125"x 12" List pro e 3-112"x 14" Slf Wt= 11.8 f I List glu lam properties for 3"x 13.5" 6.75"x 10.5" whatp size?rties 2-11/16^x 14-�Fb=3489 Fv=333.5 Fcp=750 E=2000000 what size glulam? 3.125"x 13.5" 8.75"x 10.5" I-Level,TJI 5'x9"` IV 5"x12" Web - Fb=2760 Fv=276 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=11.22 Stiffeners? 1.9E Microllam LVL List properties for what 1 (3)1-3/4"x 11-1/4" size LVL? (2)1-3/4" x 14" 1-3/4'x 14"` Fb=3160 Fv=327.75 Fcp=750 E=1900000 Sif Wt=7.1 1.3E Timberstrand LSL An asterisk• 1.55E Timberstrand LSL List properties for what indicates a non- Lis properties fo (3)1-314" x 11-718" size LSL? acceptable sol'n. what size? (2)1.314" x 14" Slf Wt= 6 34/2^x s-1R"`� Fb=2030 Fv=172.5 Fcp=435 E=1300000 Slf Wt=5.6 1-3/4^x 11-U4"` Fb=2776 Fv=356.5 Fcp=800 E=1550000 Final Member Parallam 2.0E PSL . Final Member Results Final Member:5-1/4"x 11-1/4", Bending Overdesign: 141.2% Material Library Choose From Min.Sizes Parallam 2.0E PSL Shear Overdesign:565.1% Final Size: s-1/4"x 11-1/4^ . Deflection Overdesign: 12.6% Min.Bearing Lengths:= 1.50 in.(Left) = 1.50 in.(Right) Use Conditions Selected: None. Bearing/Buckling Overdsgn: WA Vert Diff(approx): 0.00 it True Len(approx): Final member okay by: 12.6% Actual Member Size:5.114"X 11-1l4" 24.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Maximums R,-Left R,-Right Max.Positive Moment:i 12.852 ft-lb 12.00 it Main Span ......................................�....._.........................f.........................................................................................-..............p......... Live Load: 1,2001b 1,2001b Max. ative Moment: -lb 0.00 ft Main Span .................................................................................................................................................................................................... Dead Load: 942 lb 942 lb Max Design Shear:':1.975 lb 0.00 ft Main Span ..............................................................................:...................................................................................................................... Total Load: 2,142 lb 2,1421b Main Span Max.Downward 0.59T'/1.066" 12.00'/12.00' Main/Main Live Case Causing Max WA WA Deflection(Live/Total); .................................................................................................................................................................................................... Main Span Max.Upward Deflection! 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R,-Right (Live/Total): ..............................................................................:...................................................................................................................... Live Load: 0 lb 0 lb Cant.Down•Defl.(Uve/Tot)::WA WA WA ..................................................................................................................................................................................................... 0.6 or 1.0 Dead: 4 CantU�Defl:..(Uve/Tot).:WA.................................................._N/A WA _....................................................... Net Reaction 432 lb 432 lb Req'd El,Not Incl.Self Wt.:9.953E+08 Actual EI: 1.25E+09 Live Case Causing Min WA N/A Approx.Self Weight::18.50 plf Approx.Tot.Wt.:444lb Min.Caldcl Bearin Len ths:i = 0.63 in Left = 0.63 in(Right) ProBeam v4_0 working copy(version 1).xls ConstructionCalc,Inc. C1=6'N IRUCTIONCALG ProBeam G 1g w.o1 Assumptions:Top and bottom must be laterally supported at 4-ft max.intervals.Full-depth blocking raq'd at supports and cantilever and.Banding in strong axis only.No wane in Glulam Iaminatma. Dynamic loading not considered.Compliant with 20061BC,20031BC,and 1997 JBC. Disclaimer:All users of this software$hall comply with State Engineering Law,which specifies who may perform engineering,and defines the practice of engineering. Job Name: 109021,Chandlefs Sq. Load and Span Diagram(Nor To scale.Pltch,Kmy.not mown) Beam I.D.: deck joists,E.end s0 Other Info.: 8/12/2009 60 _ 40 Main Span,L= t 1.60 ft 20 ..........................._......................., a 0 Main Span Max.Allowed Live Defl:L/ _360........_......._,,=o.ag in 8 _20 1 z a e e 10 112 14 16 18 Main Span Max.Allowed Total Dell:L/I _.240........._.......... "0.55In _40 Cantilever(Overhang)Exists? ves • -00 Right Cantilever,CR= 5.00 it --80 span(it)Cantilever Max Allowed Live Defl:Ca/ 360 =0.17In ...........__........ _......... Cantilever Max Allowed Total Deli:CR/ 240 =on m Pitch if Sloped: j 0.0:12 Load Duration tiye:1.DD Loads From Continuous Member? No Add S85 Wt? Qy7 ®r.10 For Wood and Press Treated? Wet Cond? Temp Cond. j Loads Other Than Uniform Loads? No GluLams Only: ,io�p4 • ar • too deg Fa less • Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead i$I Live, sf Dead, sf Width,ft Load,plf Load,plf. Load,pit. Roof Loads(not including snow) 16 Pat 15 psf I - _ _ _ Roof Snow(only) 25 psf 0.00 ft Floor 3 Loads 40 psf 15 psf Floor 2 Loads 40 psf 15 pal _ _ Floor Loads 40 Pat 10 psf 1.301t 52.0 Wilt 52.0 IWft 13.0 IWft Wall Dead Load _ Other'psf load and trio.width _ _ Additional'plf Unff.Live Loads. Deacrip n,.opt?. 0 Additional'ptf Unit.Dead Loads.;-................. Load Subtotals 52.0 IWft 52.0 IWft 13.0 IWft Total Adjusted Uniform Loads IL= 52.0 IWft wD= 13.0 IWft Combined Total Uniform Load wu= 65.01tvft 4x And Smaller(Lumberl 5x And Larger(Timbers) Lumber Material Douglas Rr-tare • Timber Material Da,glas Rr-tarcn Lumber Grade I No.2 . Timber Grade WWPA-No.2 Repetitive Acceptable Solutions Acceptable Solutions Member Use? 2 x 12 (4)2 x 8 No . (2)2x 10 3.10 List properties for wt, (3)2 x 8 4 x 8 size lumber? 2 z 6• • An asterisk Sit Wt=O indicates:non­non- List properties for Fb=1170 Fv=180 Fcp=625 E=1600000 SIf Wt=O acceptable sol'n. what size? axs • Fb=750 Fv=170 Fcp=625 E=1300000 Glued Laminated Members 2.0E Parallam PSL Glulam Grade 12a V4(DF/DF) . i - 5.114"x9.114" Acceptable Solutions 2-11116"x 9.114" 7"x 9.114" ;2.5" 9" 5.125"x7.5" 3.1/2"x9-114" SIfWt=0 List properties forList glu lam properties for 5" 6.75"x 7.5" what at.? 2-11116'x 14• . F6=3034 Fv=290 Fcp=750 E=2000000 what size glulam? 3. 7.5" 8.75"x9" I-Level TJI 5" Web 11-718"TJIIL65 11.718"TJI 110 Fb=2400 Fv=240 Fcp=650 E=1800000 Fbt=1850 Self Wt=O Stiffeners? 18"TJI/L65 11.7/8"TJI 210 ' 1.9E Microllam LVL 16"TJI/L90 9.1/2"TJI 230 List properties for what 1-3/4"x 9.114" 1 (3)1.314"x 7.1/4" 14"TJI H90 11.718"TJI 360 size LVL? 1 (2)1-314"x 7-114" - I-3/a•x 14• VJ Fb=2748 Fv=285 Fcp=750 E=1900000 SH Wt=O 1. E Timb rstrand LSL An asterisk 1&M Timberstrand L L List properties for what 3.1/2"x 8.518" indicates a ran- List properties foal 1-3/4"x 9.114" (3)1-3/4"x 9-114" size LSL? acceptable sol'n. what size? (2)1.314"x 9-114" Slf Wt=0 34/2'z 5-1/r= . Fb=1765 Fv=150 Fcp=435 E=1300000 SIf Wt=O 1-3m-x 31-tx . Fb=2414 Fv=310 Fcp=800 E=1550000 Final Member Tlmxrsaard t.sst:Lu . Final Member Results Final Member:1-3/4" x 9-1/4", Bending Overdesign:388.4% Material Library chose From Nin.9,es That Wlc. . Timberstrand 1.5E LSL Shear Overdesign:742.7% Final Size: t-3tr xsi/,r • Deflection Overdesign:0.0% Min.Bearing Lengths:= 1.60 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: None. Bearing/Buckling Overdsgn:0.0% Vert Di f(approx): 0.00 ft True Len(approx): Final member okay by: 0.0% Actual Member Siva: 16.60 It Bracing/Blocking Req'd For Stability I Controllingcriteria Is: Deflection Reactions Final Member Additional In ion Live Case Maximums R.-Left R,-Right Max.Positive Moment formation 1,014 ft-Ib 5.67 ft Main Span ........_....___............_.....__.........._..........................._.._.........................._....._._......__..............................._..............._.. Live Load: 3021b 61616 .........................Mex_Ne�elive.Moment:�.813 ft-lb ...._11.60 fit._................._On,Can.:.._.. Dead Load: ¢t lb 1541b .....................................Max.Deslqn.Shear.4471b........._......._.............._.........._. . . _._. 1160ft......................Both.......... Total Load: 363 lb 772111, Main Span Max. wn Doward 0.118"/0.135" 5.80'/5.68' Main/Main Live Case Causing Mu Main Span Both Deflection(Live/Total;: ...................................._.........._..._._...........__.._4- _........._..........__.................................................................._......_.......... Main Span Max.Upward' 0.054"10.040" 8.73'/7.42' Cant./Card.Minimum R.-Left R,-Rid hl Deflection(Live/Totals ........._.............__....................._..........................t......................_.........................._.___........................................._.............._.._ Live Load: 56 lb 302 lb Cant.Down.Defl.(Live/Tot):0.161"/OA61" 16.60'/16.00' Cent./Cant. ...............................-...................._........_.._.,......................_.._............._............-.._......................................................._...... 0.6 or 1.0 Dead: 331 lb 74)p CaM.U.,Defl: Live/Tot:i 0.164"/0.1(35" 16.80'/18.60' Main/Main ....................................2... ..(_...._........_).....---........_.__......_................................................................_....._.......... Net Reaction 87 lb 37516 Req'd El,Not Incl.Self Wt.:1.724E+08 Actual El: 1.78E+08 Live Case Causing Min On Cant. Main Span Approx.Self Weight:N/A Approx.Tot.Wt.:N/A Min.Calc'd Bearing Lengths:! =0.26 in Leh =0.55In(Right) ProBeam v4_O working copy(version 1).xls G l� Construction lc,Inc. CAJILICTIONCAIZ ProBeam w.01 Assumptions:Top and bottom must be laterally supported at 4-ft max.intervals.Full-depth blocking req'd at supports and cantilever end.Bending in strong axis only.No wane in Glulam laminations. Dynamic loading not considered.Compliant with 2006 IBC,20031BC,and 1997 UBC. 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: t09021,Chandler's Sq. Load and Span Diagram(Na To scale.with,n any,hat shown) I.D.: deck bm.E.end 800 Other Info.: 6/12/2009 sop Main Span,L= 10.00 ft 400 .................................................... Main Span Max.Allowed Live Defl:L/ 360 i=0.33 in is 200 .................................................. Main Span Max.Allowed Total Dell:L/ ...................240 _ =0.50 r 0 Cantilever(Overhang)Exists? No -200 2 4 6 8 1 12 Pitch If Sloped: 0.0:12 400 span(N) Load Duration Lave:1.00 Loads From Continuous Member? vas Add Self Wt.? ®ya4 Q For Wood and PreSS Treated? Wet Cond? Temp Cond. Loads Other Than Uniform Loads? Na GluLams Only: Na press troated pry 100 deg F a less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live,psf Dead,psf_ Width,ft Load,plf Load,plf. Load,pit. Roof Loads(not including snow) 16 Psf 15 psf I - - - - Roof Snow(only) 25 psf 0.00 it - - Floor 3 Loads 40 psf 15 psf - - - Floor 2 Loads 40 psf 15 psf - - Floor Loads 40 psf 10 PSI 10.80 ft 432.0 Iblft 432.0 Ib/ft 108.0 lb/ft Wall Dead Load - Other'psf load and trip.width Additional'plf Unif.Live Loads.: Descrip'n,opfL .............. __..........._. Atlditional'piP Unff.Dead Loads.: D.... :n,oprc 0 Load Subtotals 432.0 Iblft 432.0 lb/ft 108.0 lb/ft Total Adjusted Uniform Loads w1= 496.81Wft wo= 124.2 lb/ft Combined Total Uniform Load Wu= 621.0 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Rr-Larch Timber Material Douglas Fir-Larch Lumber Grade No.2 Timber Grade WWPA-No.2 Repetitive Acceptable Solutions Acceptable Solutions Member Use? (4)2x 12 " No ,, 6x 12 List properties for what (3)2 x 14 4 x 16 8 x 12 size lumber? An asterisk' z x 6• indicates a non- List properties for 10 x 10 SIf Wt 10.55 Fb=1170 Fr-180 Fcp=625 E=1600000 SIf Wt=2.11 acceptable sol'n. Mat size? 6 x s• Fb=750 Fr-170 Fcp=625 E=1300000 Glued Laminated Members 2.0E Parallam PSL Glulam Grade 24F-v4(DF/DF) 1 5114"x 9-/4" Acceptable Solutions 2-11116"x 9-1/4" 7"x 9-114" Mxl 5.125"x 9" 3-12"x 9-114" SIf Wt--11.8 List properties fo 6.75"x 7.5" what Size? 2-11/16•x 14• Fb=3034 Fw290 Fcp=750 E=2000000 List glu lam properties forwhat size glulam? 8.75"x 9" I-Level TJI 5-.s- Web Fb=24D0 Fr-240 Fcp=650 E=1800000 Fbt--1850 Self Wt=11.22 Stiffeners? - _1.9E Microllam LVL List properties for what 1-314"x 11-114" (3)1-3/4"x 9.114" - size LVL? (2)1-314"x 9-114" 1-3/4"z 14' � Fb=2748 Fv=285 Fcp=750 E=1900000 SIf Wt=7.1 1.3E Timberstrand LSL an asterisk 1.55E Timberstrand LSL List properties for Mat indicates a ran- List 1.314"x 11.718" (3)1-314"x 9-114" acceptable sol'n. properties for size LSL? what size? (2)1-3/4"x 9.1/4" S1f Wt--6 3-1/r x s-1/2•_ � Fb=1765 Fr-150 Fcp=435 E=1300000 Slf Wt=5.6 1d/4•x 11-1/4•• Fb=2414 Fr-310 Fcp=800 E=1550000 Final Member Parallem 2.0E PSL IV Final Member Results Final Member:2-11116"x 9-1/4", Bending Overdesign:21.3% Material Library choose From Min.Sim TrtatU Parallam 2.0E PSL Shear Overdesign:80.7% Final Size: 2-11/16•x 9-1/4 . Deflection Overdesign:4.4% Min.Bearing Lengths:=1.80 In.(Left) .=1.80 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:NIA Vert Dlff(approx): 0.00 ft True Len(approx): Cont Mein Loading. Final member okay by: 4.4% Actual Member Si-2-11116"x 9.114" 10.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Lives Maximums R-Left R,-Right Max.Positive Moment:17.860 ft-lb 5.00 it Main Span ............................_............_......_................................_......................_.._................._..............._..._..._.............................._................ Live Load: 2,4841b 2,484 lb ........................._Max:_N.eyative Moment 0 N-Ib_._................_........................� n....................Main Span_.. Dead Load: 660 1b 6601b Max Design Shear.2,659 lb 0.00 ft Main Span ..................................._.._..._.__......._._._..-._........_...._......_...._.................................._..._._.._................_......_..._._....... Total Load: 3,1441b 3,144 lb Main Span Max.Dowrtwe 0.319"/0.404" 5.00'/5.00' Main/Main Live Case Causing Max N/A N/A .Deflection(Live I Total) .. . ......... ...................._....................._.................__.._.....................................-. Main Span Max.Upward Deflection 0.000"10.0001, 0.00'10.00, Main/Main Minimums R -Le R,-Right (Live/Total) ....._.............._.._...._..................._............. _............_..............................................._...................._........_.......................................... ......_. Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Tot):;NIA NIA NIA .........._................._.-......._.........._...._.._..........,..._................................................................_......_............................._............... 0.6 or 1.0 Dead: 3961b 3961b ... Cant.U ..DeFl_Live/Tot:N/A N/A NIA R ( _........)_._...._.............._.................._.......................__...._._............................_........_....... Net Reaction 3731b 3731b Req'd El,Not Incl.Self Wt.:3.353E+08 Actual El: 3.50E+08 Live Case Causing Min WA NIA Approx.Self Weight:i7.80 plf Approx.Tot.WL 78lb Min.Calc'd Bearing Lengths:11 = 1.80 in Left =1.80 in(Right) ProBeam v4_0 working copy(version 1).xls ConstructionCalc,Inc. CCiI I RUCTIONCALC ProBeam C Zb w.ot Assumptions:Top and bottom must be laterally supported at 4-ft max interveIs,Full-depth blocking req'd at supports and cantilever end.Bending in strong axis only.No wane in Glulam laminations. Dynamic loading not considered.Compliant with 2006 IBC,2003 IBC,and 1997 UBC. 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: t09021,Chandlefs Sq. Load and Span Diagram(Na To scale.Plich,If any,not st-) Beam I.D: 3rd fir stair beam,landing 8 0 Other Info.: 6/12/2009 6uu 400 Main Span,L= 11.00 ft __ ..................__............................... 0 200 Main Span Max.Allowed Live Defl:L/i ..360......................=0.37 b 8 0 _. Main Span Max.Allowed Total Defl:L/ .._._................240.....................j=0.55 in -200 2 4 g g 10 12 Cantilever(Overhang)Exists? No AOD Pitch if Sloped: 0.0:12 -800 span(n) Load Duration I uve:im Loads From Continuous Member? No Add Self Wt.? ®vas O No For Wood and Press Treated? Wet Cord? Temp Cond. Loads Other Than Uniform Loads? No Glul-ams Only: Noc per,treated av 100 deg F a less Uniform Loads Over Full Length of Member Tributary unifomt Live Reduced Live Uniform Dead Live,psf Dead,psf_ Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) tsf 15 sf - - - Roof Snow(only) 0.00It - - Floor 3 Loads 15 sf - - - Floor 2 Loads 15 sf - - -Floor Loads 15 sf 6.2511 625.0 IWft 625.0 Wit 93.8 IWft Wall Dead Load - Other'psf load and trill.width - - - Additional'plf Unif.Live Loads.; .,,._.,_Deacrip n,opi'l: Additional'plf Un'If.Dead Loads.: ,.,._Dexripn:opfl, ............. Load Subtotals 625.0 Wit 625.0 IWft 93.8 IWft Total Adjusted Uniform Loads wL= 625.01Wft wo= 93.8 IWft Combined Total Uniform Load Wu= 718.81Wit 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material I Douglas Rr-tamh Timber Material Douglas Fir-Larch Lumber Grade No.z Timber Grade -A-No.2 Repetitive Acceptable Solutions Acceptable Solutions Member Use? -(4)2 x 14 12 x 12 No . 6x14 14x 14 List properties for Mail 1 8 It 12 size lumber? z x 6• An asterisk 10 x 12 SIf Wt=10.55 Fb=1170 Fv=180 Fcp=625 E=1600000 Slf Wt= indicates a rion- List properties for 2.11 acceptable sol'n. what size? 6 x e• Fb=750 Fv-170 Fcp=625 E=1300000 Glued Laminated Members 2.0E Parailam PSL GlulamGrade. 24F-v4(pyI1N - " 5-1/4"x 9.114" Acceptable Solutions 2-11116"x 11-1/4" 7"It 9.114" 2.5"It 12" 5.125"x 10.5" 3412"x 11-114" SIf Wl=11.8 List properties for 3"x 12" 6.75"x 9" what size? 2-11/16"x 14" Fb=3034 Fr-290 Fcp=750 E=2000000 List glu lam properties for Mat size giuiam? 3.125"x 1r 8.75"x 9" I-Level TJI 5"x9-- 5"x10.5" Web ' Fb=2400 Fv-240 Fcp=650 E=1800000 Fbt=1850 Self Wt=11.22 Stiffeners? ' 1.9E Microllam L_VL No List properties for what 1-314"x 14" (3)1-3/4-x 9.114" size LVL7 (2)1-314"x 11-114" 1-314"x 14" Fb=2748 Fv--285 Fcp=750 E=1900000 SIf Wt=7.1 1.3E Timberstrand LSL An asterisk 1.55E Timberstrand LSL indicates a non• (3)1.314"x 9.1/2" List properties for w11a+ acceptable sol'n.List properties for size LSL? what Size? (2)1-314"x 11-114" SIf Wt=6 3-1/2"x 5-1/2"• s• Fb=1765 Fv--150 Fcp=435 E=1300000 SIf Wt=5.6 1-3/4"x 11-1/4"" Fb=2414 Fv-310 Fcp=800 E=1550000 Final Member Parallam2.0EP5L Final Member Results I Final Member:5-1/4"x 9-1/4", Bending Overdesign:67.8% Material Library choose From min.sizes That Calc. Parallam 2.0E PSL Shear Overdesign:170.5% I Final Size 5-1/4"x9-1/-r . Deflection Overdesign:22.9% Min.Bearing Lengths:=1.50 in.(Left) .:1.50 in.(Right) Use Conditions Selected: None. Bearing/Buckling Overdsgn:NIA Vert Diff(approx): 0.00 R True Lan(approx): Final member okay by: 22.9% Actual Member size:5-1/4"x 9-114" 11.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Maximums Fy Left R,-Right Max.Positive Moment:11,101 ft-lb 5.50 It Main Span .........................----......._........_...-'-'-'----._..-...._.....................--'--........_................_..............._.........._.._....__._..._..--- Live Load: 3,438 lb 3.438 lb _ Max:.Negative Moment 0 ft-Ill _0_00 ft Main Span ......_._ ........_ Dead Load: 599 Ib 599 Ill Max Design Shear.3 471 Ill _0:00 ft Main Span Total Load: 4,037lb 4,037 lb Main Span Max Dew r 0 298"/0.350" 5.50'/5 50' Main I Main Live Case Causing Max WA N/A Deflection(Live I Total ......._................................--................_..__......:..._......._._.........................................................._...................._._......................_.. Main Span Max.Upward Deflection 0.000"/0.000" 0.00,/0.00, Main/Main MinimumsR,-Right ......................................................_�Live/Total.................................._._..._............................................_................................._......................._...... Live Load: 0 lb 0 lb Cant.Down.Defl.(Live/Tot):i WA NIA N/A ........................._........................__._......................_..;.......__....................................................................................................................... 0.6 or 1.0 Dead: 3W lb 3601b ..................._Cant:. .Deft..(Live I.Tot.)::NIA....................._.................................wA..............................................N/A ,Y_ Net Reaction 309 Ib 309 lb Req'd El,Not Incl.Self Wt.:?5.615E+08 Actual El: 6.90E+08 Live Case Causing Min N/A N/A Approx.Self Weight:?15.20 plf Approx.Tot,Wt.:167 lb Min.Caldd Bead Lengths:! =1.18 in Lek = 1.18 in Ri ht ProBeam v4_0 working ropy(version 1).xls Gzl ConstructionCalc,Inc. CCI jRucTICINCAALu ProBeam • Assumptions:Top and bottom must be laterally supported at 4-ft max.intervals.Full-depth blocking req d at supports and cantilever end. Bending in strong axis only.No wane in Glulam leminetions. Dynamic loading not considered.Compliant with 2006 IBC,20031BC,and 1997 UBC. Disclaimer:All users of this software shall comply with State Engineering Lew,which specifies who may perform engineering,and defines the practice of engineering. Job Name: 109021.Chandlers Sq. Load and Span Diagram(Na To S.W.Pitch,n.ar,am.np,m) Beam I.D.: 3nd fir suppt for cant upper Flr 1,500 Other Info.:16/12/2009 i.Goo Main Span,L= 12.50ft 500 r................._......................... ......: ,a Main Span Max.Allowed Live Defl:L/i ........._360.....................=u.421e 8 Main Span Max.Allowed Total Defl:L/' 240 _Des h ° ...................._ ._.................. 2 4 6 8 10 12 14 18 18 Cantilever(Overhang)Exists?wee • -500 Right Cantilever,CR= 3.50 ft -1.000 Span(k) Cantilever Max Allowed Live Deft:CR 0.12 h __ 360 __ != Cantilever Max Allowed Total Defl:CR/ 240 o.,ela Pitch if Sloped: Load Duration owe:1.00 Loads From Continuous Member? ves Add Self Wt.?Fe-,770-,,-oj For Wood and Press Treated? Wet Cond? Temp Cord. Loads Other Than Uniform Loads? vea Glul-ams Only: Nap �,� Dry • too deg F a less • Uniform Loads On Cantilever Only Live Load,Dsf Dead Load,Dsf Tributary width, Live Load,Dti Dead Load,Dlf Cornb'd Load.Dft lf Cant.Load A 100 PSf 15 psf 3.00 It 345.0 Wit 51.8 lb/ft 396.8 lb/ft Cant.Load B i .__Descripn_opt1.. 90.0 lb/ft 103.5lb/ft C Cant.Load C ................. c 112.5 Ib/ft 67.5 lb/fit 207.0 Wilt Partial Uniform Loads On Main Span Only Live Load,Dsf Dead Load,Dsf Tributary width. live Load.DI f Dead Load.Dlf Comb'd Load,DI f Start Point.ft. EndfPoint, Partial Load Al100 psf 15 psf 4.50 ft 517.5 lb/ft 77.61bM 595.1 Ib/ft 0.00 ft 12.50 ft Note:Start and End Points Measured From Left Support 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material I Dggias Fir-Larch • Timber Material Douglas Fir-Larch • Lumber Grade No.2 • Timber Grade WWPA-No.2 Repetitive Acceptable Solutions Acceptable Solutions Member Use? 4 2 x 14 12 x 12 No I• 6x14 14x14 List properties for Mal 8 x 12 size lumber? 2 z 5. • An asterisk' 10 x 12 Slf Wt=10.55 Indicates a ran- List properties Fb=1170 Fv-180 Fcp=625 E=1600000 Slf Wt=2.11 acceptable sol'n. f°r what size? 6 z s• w Fb=750 Fv-170 FCp=625 E=1300000 Glued Laminated Members 2.0E Parallam PSL GlUlam Grade 24F-y4(DF/DF) • 5-/"x -I" Acceptable Solutions 2.11116"x 14" 7"x 9-114" M3.12r 5.125"x 10.5" / x -/" Siff Wt--11.8 List properties 6.75"x 10.5" fOt what Size? 2-It/te•z Ia• • Fb=3034 Fv-290 Fcp=750 E=2000000 List glu lam properties for Mat size glulam? " 8.75"x 9" I-L vet TJI s••x 4••• • Web - Fb=2400 Fw240 Fcp=650 E=1800000 Fbt=1850 Self Wt=11.22 Stiffeners. 1.9E Microllam LVIL No � List properties for what 1 1.314"x 14" 1(3)1-314"x 11-114" Size LVL? 1(2)1-3147 x 11.114" 1.3/4•x 14' IVI Fb--2748 Fv-285 Fcp=750 E=1900000 SIf Wt=7.1 1.3E TimberAllind LSL An asterisk 1.55E Timb rstrand L L List properties for what Indicates a ran- List properties - (3)1-3/4"x 11-114" size LSL? acceptable sol'n. for% size? (2)1.3147 x 14" slrwr-s 3-1/r z s-1/2•• • Fb=1765 Fv=150 Fcp=435 E=1300000 SIf Wt=5.6 1-3/4•x 11-1/4•• • Fb=2414 Fv-310 Fcp=800 E=1550000 Final Member Final Member Results Pa allam 2.oe PSL • • Bending Overdesign:75.2% Final Member:5-1/4"x 9-1/2'r , Material Library Ch-FromAlisi-sofBeamType • Parallam 2.0E PSL(Fails) ShearOverdesign:161.5% Final Size: s-1/4 x 9 1/z • Deflection Overdesign:-1.2% Min.Bearing Lengths:-1.50 In.(Left) .=1.96 in.(Right) Use conditions Selected: Bearing/Buckling Overdsgn:NIA Vert Din(approx): 0.00 ft True Len(approx): Cont Mem Loading. Final member FAILS by: 1.2% Actual Member Sim:5.114"x 9-112" 16.00 ft Bracing/Blocking Req'd For Stability Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Maximums R,-Left R,-Right Max.Positive Moment:':,11,179 ft-lb 6.07 ft Main Span .......................................-.................._....._......_................................_.................._.._........_......._........................I...._............ Live Load: 3,0021b 5,1271b ...Max.Negative.Moment: __________________________1250 ft__.................._On Cant:...... Dead Load: 507 Ib 1 574 Ib .Max Design Shear.�3:688 Ib.....,_._.......................12.50 RBoth.....,..... Total Load: 3,508 lb 6,701 lb Main Span Max.Downward. 0.379"/0.415" 6.25'/6.13' Main/Main Live Case Causing Max Both Main Span Deflection(Live/Total) i .._............._................_._...._................__..........._........................._._..._............................................................................._.._.......... Main Span Max.Upward:. 0.067"/0.049' 7.25'/8.25' Cant./Cant. Minimums R,-Left R,-Right Deflection(Live/Total} .......... ......................_.................._..._.........__...:_............................_...................................._....................._......._.............. _._. Live Load: -2321b 1,893 lb Cant.Down.Defl. Live I Tot:;0.118"/0.129" 16.00'/16.00' Cant./Cant. ....................................................... .............._................................._............................................._........._............................ 0.6 or 1.0 Dead: 231 Ib 1,13 91b ................_Cant Defi_(Live/_To0;0,340';/0.343.'.....,.._._..._1600'_I 1600_ Main./Main Net Reaction -55Ib 2,935 lb Req'd El,Not Inc)Self Wt 7.594E+08 Actual El: 7 50E+08 Live Case Causing Min On Cant. On Cant. Approx.Self Weight 15.60 plf Approx.Tot.Wt.:250 lb Design LEFT Connection For Uplift Min.Calc'd Bearing Le the':. =1.03 in Left = 1.96 in(Right) ProBeam v4_0 working copy(version 1).xis ConstructionCalc,Inc. CC�WSIRUCTIQNCALC ProBeam G z,z w.oi Assumptions:Top and bottom must be laterally supported at 4-ft max intervals.Full-depth blocking req d at supports and cantilever end.Bending in strong axis only.No wane in Glulam laminations. Dynamic loading not considered.Compliant with 2006 IBC,20031BC,and 1997 LaC. 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: t09021,Chandlers Sq. Load and Span Diagram(Na To scw.plmn.if my,not shown) Beam l.D.: 3nd fir suppt for cant upper fir 2,000 Other Info.: 6112t2009 1,5oo Main Span,L= 7.80 ft 1,000 ......._................ ...._.........---r... ' Main Span Max.Allowed Live Defl:L I i.....................360..................._ =0.26In 8 s0o Main Span Max.Allowed Total Defl:L/i 240 =o.39In g _.............................. Cantilever(Overhang)Exists? No • sop 1 2 3 4 5 6 7 e 9 Pitch if Sloped: 0.0:12 -1 000 span(ft) Load Duration uve:1.00 • Loads From Continuous Member? vas • Add Self WL? ®yea O No For Wood and Press Treated? Wet Cond? Temp Cond. Loads Other Than Uniform Loads? No • GluLams Only: Not press trwxd • pn • 100 deg F a less • Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live, sf Dead, sf Width,ft Load,pif Load,pit. Load,plf. Roof Loads(not including snow) 16 sf 15 psf 2.00 ft - - 30.0Ib/ft - Roof Snow(only) 25 sf 2.00 it 50.0 lb/ft 50.0 lb/ft Floor 3 Loads 40 sf 15 psf - - - Floor 2 Loads 40 sf 15 psf - - Floor Loads 100 sf 15 psf 12.20 ft 1,220.0 lb/ft 1,220.0 ll 183.0 lb/ft Wall Dead Load 10 sf 10.00 ft 100.0 Ib/ft Other'psf load and trib.width - - Additional'ptf Unlf.Live Loads.; DescnR•n,opt•(: ...__............ Additional'plr Unlf.Dead Loads..._.............._Descrip:n_opt:l. Load Subtotals 1,270.0 lb/ft 1,270.0 lb/ft 313.0 Mitt Total Adjusted Uniform Loads wl= 1.460.5 Wit coo= 360.0 Iblft Combined Total Uniform Load w'u= 1.820.5lbf t 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Br-Larch • Timber Material Douglas Fir-Larch • Lumber Grade No.2 • Timber Grade wwpA-No.2 • Repetitive Acceptable Solutions Acceptable Solutions Member Use? 12 x 12 No • - 6x16 14x14 List properties for Mal 8 x 14 16 x 16 size lumber? z x 6+ • An asterisk 10 x 14 SIf Wt=10.55 indicates a ran- List properties for Fb=1170 Fv=180 Fcp=625 E=1600000 Slf Wt=2.11 acceptable sol'n. Mat size? 6 x s` • Fb=750 Fv-170 Fcp=625 E=1300000 Glued Laminated Members 2.0E Parallam PSL Glulam Grade I 24F-v4(DF/DD • 5.1/4"x 9-114" Acceptable Solutions 2-11116"x 11-718" 17"x 9-1/4" ;x13.5" 5.125"x 10.5" 3-il"x 11-11" SIfWt=11.8 List properties forList glu lam properties for 6.75"x 8" what size? 2-11/16 x19Fb=3034 Fr-290 Fcp=750 E=2000000 what size glulam? 8.75"x 9" I-Level TJI s"x9•` • Web Fb=2400 Fv--240 Fcp=650 E=1800000 Fbt=1850 Self Wt=11.22 Stiffeners? - 1.9E Microllam LVL • List properties for what - (3)1-314"x 9.1/4" - size LVL? (2)1.3/4"x 11-1/4" 1-3/4"x W* _Lvj Fb=2748 Fv=285 Fcp=750 E=1900000 Sff Wt--7.1 1.3E Timberstrand LSL An asterisk 1.55E Timberstrand LSL indicates a rton- - (3)1-314"x 9-114" List properties for what acceptable sol'n.List properties for size LSL? what size? (2)1-3/4"x 11-1/4" Slf Wt=6 3-1/z^x s-i2"` • Fb=1765 Fv-150 Fcp=435 E=1300000 SIf Wt=5.6 1-314-x 11-1/4•+ wl Fb=2414 Fv--310 Fcp=800 E=1550000 Final Member Parallam 2.0E PSL I• Final Member Results Final Member:5-1/4"x 9-1/4", Bending Overdesign:33.4% Material Library Choose From min.Sim That Ulc. wl Parallam 2.0E PSL $hearOverdesign:63.5% Final Size: 5-1/4"x 9-1/' 1-1 Deflection Overdesign:47.5% Min.Bearing Lengths::2.10 in.(Left) .=2.10 In.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:NIA Vert Din(approx): 0.00 ft True Len(approx): Cont Mom Loading. Final member okay by: 33.4% Actual Member 31-:5-114"x 9-114" 7.80 It Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Maximums R,-Left R,-Ripht Max.Positive Moment::13,960 No 3.90 ft Main Span ..._......_.............-'--'-....._............_..._........_......_.._.................................................._....__......_.............................._..._...... Live Load: 5,6961b 5,696 lb Max.Negative Moment. ft-lb 0.00 ft Main Span ..._........................._.__..__._...._.__..........._....._......._.....___..................................................._.._................................._..............._... . Dead Load: 1,4631b 14�31b .............................__.._Max,Desi�n Shear:5.7441b..........................................000.ft...................Main,Span... Total Load: 7,159 lb 7,159 lb Main Span Max.Downward: 0 176"I0.222" 3.90'13.90' Main I Main Live Case Causing Max WA N/A Deflection(Live/Totally. .....__........................---........_.__........_.......... ........... .................................._.._............................................... __... Main Span Max.Upward Deflection 0.000"10.000" 7.80'/7.80' Main/Main Minimums R -L Ft R,-Riaht (Live/Total} ................................._..........._......_........_....._.._......:..............._.................................................._.......................__..........._..................... Live Load: 0lb 0 lb Cant.Doom.Deft.(Live/Tot):':.NIA WA N/A .............................................._......._......._......_..._......,._........_......................................................_............................................................. 0.6 or 1.0 Dead: 87810 8781b .......__.._...._Cant:, R:.�eB_.(Live I7ot):»N/A_................................................._NIA_............................._NIA Net Reaction 842 lb 842 Ib Req'd El,Not Incl.Self WL:4.678E+08 Actual El: 6.90E+08 Live Case Causing Min WA NIA Approx.Self Weight:115.20 pif Approx.Tot.Wt:119 to i Min.Caldd Bearing Lengths:; =2.10 in Left =2.10 in(Right) ProBeam v4_0 working copy(version 1).xls ConstructionCalc,Inc. CCIVS RUICTIONCALC ProBeam G z� w.o1 " Assumotions:Top and bottom must be laterally supported at 4-ft max intervals.Full-depth blocking req'd at supports and cantilever end.Bending in strong axis only.No wane in Glulam laminations. Dynamic loading not considered.Compliant with 2006 IBC,2003 IBC,and 1997 UBC. 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:E�t09021,Chandler's Sq. Load and Span Diagram(Na To scale.Pitch.x any,not shown) I.D.: floor beams in rooms. 1,200 Other Info.: 6/12/2009 1,000 800 Main Span,L= 4.80 ft :000 _................................... a 400 Main Span Max.Allowed Live Defl:L/' 360 =0.16 in I Main Span Max.Allowed Total Defl:L/ .... .240....................)=0.24 in 200 Cantilever(Overhang)Exists? No ° -200 1 2 3 4 5 6 Pitch'rfSloped: 0.0:12 -ago SWn(h) Load Duration u-too Loads From Continuous Member? vas Add Self Wt.? ®yg No For Wood and Press Treated? Wet Cond? Temp Cond. Loads Other Than Uniform Loads? No GluLams Only: Not press treated Dry 100 deg F a Iess Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live,psf Deadsf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow) 16 psf 15 psf I - - - Roof Snow(only) 25 psf 0.00 ft - - Floor 3 Loads 40 psf 15 osf - - - Floor 2 Loads 40 psf 15 psf - - - Floor Loads 40 psf 15 psf 17.00 ft 680.0 lb/ft 680.0 Wit 255.01Wft Wall Dead Load - Other'psf load and trib.width - - - Additional'plf Unif.Live Loads.; Dascrip...n..:.o.P..t'l: Additional'plf Unif.Dead Loads.'...... =92 n,o_'I: Load Subtotals 680.0 lb/ft 680.0 lb/ft 255.0 lb/ft Total Adjusted Uniform Loads wL= 782.0 lb/fit wD= 293.3lb/ft Combined Total Uniform Load `A'u= 1,075.3 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material I Douglas fir-Larch Timber Material Douglas Fir-Larch Lumber Grade No.2 Timber Grade WWPA-No.2 Repetitive Acceptable Solutions Acceptable Solutions Member Use? (4)2 x 8 No - (2)2x10 1 3x 12 6x8 List properties for wh (3)2 x 8 4 x 10 size lumber? 2 x e• An asterisk Slf Wt-10.55 Indicates a non- List properties for Fb=1170 Fv-180 Fcp=625 E=1600000 SIf Wt=2.11 acceptable sol'n. what size? 6 x e Fb=750 Fv-170 Fcp=625 E=1300000 '.. Glued Laminated Members 2.0E Parallam PSL Glulam Grade 24F-V4(DF/DF) - 5-114"x 9-114" Acceptable Solutions 2-11116"x 9-114" 7"x 9-114" 2.5"x 7.5" 5.125"x 6" 3.1/2"x 9-1/4- _ SIf Wt--11.8 List properties for List glu lam properties for 3"x 6" 6.75"x 7.5" what size? 241/16"x 14" v Fb=3034 Fv--290 Fcp=750 E=2000000 what size glulam? 3.125"x 6" 8.75"x 9" I-Level TJI 6"x9'. . 5"x6" Web Fb=2400 Fv=240 Fcp=650 E=1800000 Fbt=1850 Self Wt=11.22 Stiffeners? - 1.9E Microllam LVL No - List properties for what 1-3/4"x 9.1/4" 1 (3)1-314"x 5.1/2" - - size LVL? (2)1.3/4"x Sil2" 1-3/4"x 14" Fb=2748 Fv-285 Fcp=750 E=1900000 SIf Wt=7.1 1.3E Timberstrand LSL An asterisk 1.55E Timberstrand LSL List properties forma 31/2"x 7.114" indicates a ran- List properties fo 1.3/4"x 9.114" (3)1-314"x 9-1/4" size LSL? acceptable sol'n. what size? (2)1-314"x 9-1/4" 1SIf Wt=6 Fb=1765 Fv--150 Fcp=435 E=1300000 Slf Wt=5.6 1-3/4"x 11.1/4" Fb=2414 Fr-310 Fcp=800 E=1550000 Final Member Results Final Member sawn wood . Final Member:4 x 8 ,Douglas Fir- Bending Overdesign:-4.0% Material Library Oloose From Ail slzessofOemnType � Larch,No.2(Falls) Shear Overdesign:56.7% Final Size: 4x8" V1 Deflection Overdesign:204.6% Min.Bearing Lengths:=1.50 in.(Left) .=1.501n.(Right) Us*Conditions Selected: Bearing/Buckling Overdsgn:N/A van Diff(approx): 0.00 ft Trus Len(approx): Cont Mem Loading. Final member FAILS by: 4.0% � Actual Member Sim:3.50"x 7.25" 4.80 ft I Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Maximums R-Le Left R,-Right Max.Positive Moment::3,115 ft-lb 2.40 ft Main Span ...............................-'-------.._..__.»_..__._................_......................................................................._................. . Live Load: 1,877 Ib 1,877 Ib Max.Negative Moment:to ft-lb 0.00 It Main Span ..........................................._......_._..._..............._.........................._..._._...................................._...................................................... Dead Load: 719 lb 719 lb _ _ Max Design Shear.1,943 Ib .0.00 ft Main Span .�_..__ ...-.._ ........ Total Load: 2,596 lb 2,596 lb Main Span Max.Downwa 0 053"/0.073 2.40/2 40 Main/Main Live Case Causing Max N/A N/A Deflection(Live I Total). ' ..................._........._..........__......_.............""....,._._............................................................_..............._............................._........... . Main Span Max.Upward Deflection 0.000"/0.000" 4.80'/4.80' Main/Main Minimums R-Le Left R,-Right (Live/Total). ........................__..... _.._...._...__.._..__......).r..... _...... ......................................... ......... .................. ..... ........................ ............. . Live Load: 0lb 0Ib Cant.Do Defl.(Live/Tot):WA N/A N/A '.. 0.6 or 1.0 Dead: 432 Ib 4_ .................._Cant:.Ug;.Defl:.SLive.�_?� wA..._............................_..........._NIA.........._.............I......N/A........... . Net Reaction 4221b 422 Ib Req'd El,Not Incl.Self Wt.:i 5.838E+07 Actual EC 178E+08 Live Case Causing Min N/A N/A Approx.Self Weight:16.49 plf Approx.Tot.Wt.:31 lb Min.Calc'd Bearing Lengths:! = 1.19 in Left = 1.19 in Ri ht i ProBeam v4_0 working copy(version 1).xis ConstructionCalc,Inc. C:2NSIiRLCTI0NCALC ProBeam G ".of Assumptions:Top and bottom must be laterally supported at 4-ft max intervals.Full-depth blocking mq d at supports and cantilever end.Bending in strong axis only.No wane in Glulam laminations. ' Dynamic loading not considered.Compliant with 2006 IBC,20031BC,and 1997 UBC. 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•1 109021 Load and Span Diagram(Na To scale.Pitch,r any,notstvnn) Beam I.D.: 3rd fir frmg at ADA b.r. 1,000 Other Info.: 6/8I2009 800 1100 Main Span,L=1 7.50It _ a goo Main Span Max.Allowed Live Defl:L/ 360 =0.25 In 8 200 Main Span Max.Allowed Total Defl:L .240 ;=o.3e lo _.................__., 0 Cantilever(Overhang)Exists?FNO • 200 1 2 3 4 5 6 7 a Pitch if Sloped: 0.0:12 goo span(ft) Load Duration Lave:1.00 Loads From Continuous Member? No Add Self Wt.? ®yes ONo For Woodand Press Treated? Wet Cond? Temp Cond. Loads Other Than Uniform Loads? No � Glul-ams Only: Na press treaxa • Ory • 100 deg F a less • Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live,psf Dead,psf Width,ft Load,pif Load,pit Load,plf. Roof Loads(not including snow) 16 psf I29.50 ft - - - - Roof Snow(only) 25 psf 29.50 ft 737.5 lb/ft 737.5 lb/ft Floor 3 Loads Floor 2 Loads - - - Floor Loads 40 psf 15 psf 1.00 ft 40.0 lb/ft 40.0 lb/ft 15.0 lb/ft Wall Dead Load 10 sf 9.00 ft 90.0 lb/ft Other'psf load and trib.width - - Additional'pM Unif.Live Loads.? Deacripnopn. j Additional'pif Unif.Dead Loads.! Descrip n,_oprL Load Subtotals 777.5 lb/ft 777.5 lb/ft 105.0 IWft Total Adjusted Uniform Loads wL= 777.5 lb/ft wD= 105.0 Wit Combined Total Uniform Load Wu= 882.5 lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglas Br-Larch • Timber Material Douglas Fir-Lard, • Lumber Grade No.z • Timber Grade IWWPA-No.2 • Repetitive Acceptable Solutions Acceptable Solutions Member Use? 4 2 x 10 No • 3x16 6x12 List properties for Mail (3)2 x 12 4 x 14 8 a 10 size lumber? z x 6• . An asterisk Slf Wt=10.55 indicates a nor, List properties for Fb=1170 Fv=180 Fcp=625 E=16000D0 Slf Wt=2.11 acceptable sol'n, what size? 6 x 8• • Fb=750 Fv-170 Fcp=625 E=1300000 Glued Laminated Members 2.0E Parallam PSL Glulam Grade I 24F-VS(DF/DF) . - 5.114"x g-11" Acceptable Solutions 2.11/16"x 9-1/4" 7"x 9.114" Ex9" 9" 5.125"x 7.5" 3.112-x 9-114" Sn Wt--11.8 List properties for List glu lam properties for9" 6.75"x 7.5" what size? 2-11/16•x 14• . Fb=303'1 Fv--290 Fcp=750 E=2000000 what size glulam? 8.75"x 9" I-Level TJI s"x 9- • .5" Web - Fb=2400 Fv--240 Fcp=650 E=18000D0 Fbt-2400 Self Wt=11.22 Stiffeners? - - 1.9E Microllam LVL No • List properties for what 1-3/4"x 11-1/4" 1 (3)1.314"x 7.114" - size LVL? (2)1.314"x 9.114" ! 1 314-x 14' • Fb=2748 Fv--285 Fcp=750 E=1900000 Sif Wt=7.1 1.3E Timberstrand LSL An asterisk' 1.55E Timberstrand LSL List properties for what 3.112 x 8-5/8" indicates a ran• List properties for 1-314"x 11.114" (3)1-31C x 9-114" size LSL? acceptable sol'n. Mat size? (2)1-314"x 9-114" Slf Wt=6 3-1/2•x s-1/z'" • Fb=1765 Fv-150 Fcp=435 E=130D000 Slf W1=5.6 1.3/4-x 11-111C • Fb=2414 Fv=310 Fcp=800 E=1550000 Final Member parallam 2.01E PSL . Final Member Results Final Member:3-1/2"x 9-1/4", Bending Overdesign:97.8% Material Library axxuzR-Min.Si-Thatok. ,1 Parallam2.0EPSL Shear Overdesign:135.4% Final size: 13-1/2°x9-1/a- W1 Deflection Overdesign:107.8% Min.Searing Lengths: 1.50 in.(Left) .=1.50 in.(Right) Use Conditions Selected: None. Bearing/Buckling Overdsgn:NIA Vert Diff(approx): 0.00 ft True Lon(approx): Final member okay by: 97.8% Actual Member Sim:3.1/2"x 9.114" 7.60 It I Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Maximums R,-Left R,-Right Max,Positive Moment:;6,276 ft-lb 3.75 ft Main Span ........._...._............_.._..._._....._....._........._._.._........_................................................._..............................._.................... Live Load: 2,916lb 2.916 lb ........._..............Max_Ne�ative.Moment;,l0 ft-Ib.,,.,,_._._........_..................._.0:00 ft__...._....,,.,,...,,.Main.Span........... Dead Load: 432 Ib 432 Ib _MaxDesi�n Shear.26591b 0.D0 ft Main S...... Total Load: 3,347 lb 3,347lb Main Span Max.Downwa 0.120/0.138. 3.76/3.75' Main/Main Live Case Causing Max WA N/A Deflection(Live/Totals ...................................._......._.................._._........._...>-.........---.........................................._._...................._.._..._....._........................ Main Span Max.Upward DeFlectiort Minimums R,-Left R,-Right (Live/Total); 0.000"/0.000" 0.00'/0.00' Main/Main ......................................................._..................---.»......_......._....................................................................................__..............._....... Live Load: O lb 0 lb Cant.Down.Defl.(Live/Tot):;NIA N/A N/A ......................................................._._................._...__....................._..............._................................................................................._....... 0.6 or 1.0 Dead: 2591b 259 lb WA Net /.Tot.)I NIA......................................................._NIA......._......................._WA............. Net Reaction 2361b 236 1b Req'd El,Not Incl.Self Wt.:12.214E+08 Actual El: 4.60E+OB Live Case Causing Min N/A N/A Approx.Self Weight:10.10 pif Approx.Tot.Wt.:76 lb Min.Caldd Searing Lengths: = 1.47 in Left =1.47 in(Right) ProBeam v4_0 working copy.xls CAS RUCTIONCALc ProBeam Gz C ConstructionCalc,Inc. Saar v4.01 Assumptions: Top and bottom must be laterally supported at 4-ft max.intervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong axis only.No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC,2003 IBC,and 1997 UBC. 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: t09021 Load and Span Diagram(Not To scale.Pitch,if any,not shown) Beam I.D.: 3rd fir frmg at lobby 1,000 Other Info.: 6/8/2009 800 sop Main Span,L= 10.00 ft a 400 ........................................................ 0 zoo Main Span Max.Allowed Live Defl:L/ 360 =0.33 in o J 0 Main Span Max.Allowed Total Defl:L/ 240 =0.50 in Cantilever(Overhang)Exists? No . 12 200 2 4 6 a 1 400 Pitch if Sloped: 0.0:12 -600 Span(ft) Load Duration Live:1.00 Loads From Continuous Member? yes Add Self Wt.? eQ res O No Press Treated? Wet Cond? Temp Cond. For Wood and p Loads Other Than Uniform Loads? No GluLams Only: Not press treated . pry . too deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,pit Floor Loads E 40 psf 15 psf 14.00 ft 560.0 lb/ft 560.0 lb/ft 210.0 lb/ft Total Adjusted Uniform Loads wL= 644.0 lb/ft `No= 241.5 lb/ft Combined Total Uniform Load WU= 885.5 lb/ft Glued Laminated Members 2.0E Parallam PSL Glulam Grade 24F-V8(DF/DF) 1 5-1/4"x 9-1/4" Accootable Solutions 2-11/16"x 11-1/4" 7"x 9-1/4" 2.5"x 12" 5.125"x 9" List properties for 3-1/2"x 9-1/4" Slf Wt= 11.8 List glu lam properties for 3"x 12" 6.75"x 9" what size? 2-11/16"x 14" Fb=3034 Fv=290 Fcp=750 E=2000000 what size glulam? 3.125"x 10.5" 8.75"x 9" I-Level,TJI S„x 91. 5"x 9" Web Fb=2400 Fv=240 Fcp=650 E=1800000 Fbt=2400 Self Wt=11.22 Stiffeners? 1.9E Microllam LVL List properties for what 1-3/4" x 14" 1 (3)1-3/4" x 9-1/4" size LVL? (2)1-3/4" x 9-114" 1-3/4" x 14" Fb=2748 Fv=285 Fcp=750 E=1900000 Slf Wt=7.1 1.3E Timberstrand LSL An asterisk• 1.55E Timberstrand LSL List properties for what indicates a non- List properties fo (3)1-314" x 9-1/4" size LSL? acceptable sol'n. what size? (2)1-3/4" x 11-1/4" SlfWt= 6 3-1/2" x 5-1/2"* Fb=1765 Fv=150 Fcp=435 E=1300000 Slf Wt=5.6 1-3/4" x 11-1/4"* Fb=2414 Fv=310 Fcp=800 E=1550000 Final Member Parallam 2.0E PSL Final Member Results Final Member: 3-1/2"x 9-1/4", Bending Overdesign: 10.9% Material Library Choose From Min.Sizes That Cak. Parallam 2.0E PSL Shear Overdesign: 65.3% Final Size 3-1/2"x 9-1/4" . Deflection Overdesign: 5.8% Min.Bearing Lengths:= 1.97 in.(Left) = 1.97 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Len(approx): Cont Mom Loading. Final member okay by: 5.8% Actual Member Size:3-1/2"x 9-1/4" 10.00 ft I Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Maximums R,-Left R,-Right Max.Positive Moment h 1,195 ft-lb 5.00 ft Main Span ............................................................................................................................................................................................................................. Live Load: 3,220 lb 3,220 lb Max.Negative Moment:0 ft-lb 0.00 ft Main Span ............................................................................................................................................................................................................................. Dead Load: 1,258 lb 1,258 lb Max Design Shear. 3,788 lb 0.00 ft Main Span ........................................................................................:.................................................................................................................................... Total Load: 4,478 lb 4,478 lb Main Span Max.Downward' ' Live Case Causing Max N/A N/A Deflection(Live/Total); 0.315"/0.438" 5.00/5.00' Main I Main ........................................................................................:.................................................................................................................................... Main Span Max.Upward Deflection; 0.000"/0.000" 0.00'/0.00, Main I Main Minimums R,-Le R,-Right (Live/Total): . . Live Load: 0lb 0lb Cant Down.Defl.(Live/Tot):'N/A .......................................................N/A.................................N/A............ ............................................................................................................................................................................................................................. 0.6 or 1.0 Dead: 755 Ib 755 Ib Cant:U Defl.:..4Live/Tot):.;N/A........................................................N/A.................................N/A............. Net Reaction 725 Ib 725 Ib Req'd El,Not Incl.Self Wt.: 4.347E+08 Actual El: 4.60E+08 Live Case Causing Min N/A N/A Approx.Self Weight!10.10 pif Approx.Tot.Wt.: 101 lb Min.Calc'd Bearing Lengths:i = 1.97 in Left = 1.97 in(Right) ProBeam v4_0 working copy.xls i 6/16/2009 C Pg. Column, Post, Stud Calculator Assumptions: 1)Top and bottom connections are considered'pinned'(not rxed'or C6ijsTRUCTIONCALC t*213RI�al1'- �� embedded). 2)Bearing area at top and bottom is not checked. 3) The column is assumed to be laterally supported at its top and bottom. 4)Loads include axial compression and l or uniform wind(bending). 5)Wet or extreme temperature use of the material is not www.constructioncaic.com considered. 6)Design based on 1997 National Design Specification for Wood Construction values and equations. Disclaimer:All users of this software shall comply with State Engineering Law;which species who may perform engineering,and defines the practice of engineering. Job Name t09021 Member I.D. post in lobby,2nd flr P Other Info 6/16/2009 General Information Column,Post,or Stud Length,ft. L= 8.00 ft Max.Live Deflection L/i....................75..................i= 1.28 in L Type Of Column,Post,or Stud Unbraced Column or Post v Load Duration Factor g � Off-Center(Eccentric)Compression Loads or Add') Ten nears(Live) 3 Bending Loads(other than wind)? No Applied Gravity Loads Reduced Live Load, Live Load, Dead Load. Live sf Dead sf x Length.ft x Width ft. Ibs lbs. Ibs Roof Loads(without snow) 10 psf 0 lb 0 lb 0 lb Roof Snow(only) 25 psf 0 lb 0 lb Floor 3 Loads 0 lb 0 lb 0 lb Floor 2 Loads 0 lb 0 lb 0 lb Floor 1 Loads 40 psf 15 psf 8.50 ft 14.00 ft 4,760 lb 4,760 lb 1,785 lb Wall Dead Load 0 lb Other'psf load and trib.area. 0 lb 0 lb 0 lb Other point load:all Live,all Dead,or: some of each,Ibs.: Dascrip'n,opVI: 0 Ib Total Live and Dead Loads: 4,760 lb 1,785 lb Combined Total Load: 6,545 Ib Wind Load (Assumes external sheathing of plywood,metal,etc.is applied) Wind Applied To: Narrow Face 1-1 Tributary Width of Wind Load,ft. z Wind Pressure q= U And Smaller(Lumber) 5x And Laraer(Timbers) Lumber Material Douglas Fir-Larch . Timber Material Douglas Fir-Larch Lumber Grade No.Z Timber Grade ----Dense Select struct. 5x5 - - (2)2x8 6x6 - - 3x12 8x8 - - 4x6 - - Glued Laminated Columns GlUlam Combo. 5-DF(Visually Graded) - 1.8E Parallam PSL Columns 2.5 x 7.5 5.125 x 5.125 3-1/2"x 3-1/2" 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"x 7" 3.125 x 6 8.75 x 9 3-1/2"x 7" 7"x 7" 5x6 Final Member: iSawnWood Final Size: axe This member makes it by: 27.6% Final Member Selected: 4 x 6, Controlling Factor: Combined Bending/Compressive Stresses Douglas Fir-Larch, No. 2 Column Calculator.xis ConstructionCalc,Inc. CdiWTRUCTIONCALc ProSeam W.01 Assumptions:Top and bottom must be laterally supported at 44t max intervals.Full-depth blocking ni at supports and cantilever end.Bending in strong aide only.No wane in Glulam laminations. Dynamic loading not considered.Compliant with 2006 IBC,20031BC,and 1997 UBC. Disclaimer:All users of this software shall comply with Stale Engineering Law,which specifies who may perform engineering,and defines the practice of engineering. Job Name: t09021,Chandler's Sq. Load and Span Diagram(Na To scale.Pitch,r any,nct sno,.n( Beam l.D.: 2nd fir suppt for cant upper Or 2,000 Other Info.: 6/12/2009 1.500 Main Span,L= 3.75 ft _1,000 Main Span Max.Allowed Live Defl:L/ _ _ _. ................... =o.la in S Main Span Max.Allowed Total Defl:L/? _ 24Q.........._ =0.19 Im 500 Cantilever(Overhang)Exists? No o Pitch if Sloped: 0.0:12 zoo 1 0.5 1 1.5 Span(ft) 2.5 3 3.5 4 Load Duration uva:1.00 Loads From Continuous Member? Add Self Wt? ®yam QNo Press Treated? Wet Cond? Temp Cond. For Wood and p Loads Other Than Uniform Loads? No Glul-ams Only: Na press o-eaeed pry 100 deg F s less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live,pill Dead, sf Width,ft Load,plf Load,pit. Load,plf. Roof Loads(not including snow) 16 sf 15�1sf_ I - - Roof Snow(only) 25 sf 0.00 ft - - Floor 3 Loads 40 sf 15 psf - - - Floor 2 Loads 40 sf 15 psf - - - Floor Loads 100 sf 15 psf 12.20 ft 1,220.0 lb/ft 1,220.0 lbtt 183.0 lb/ft Wall Dead Load 10 psf 9.00 ft 90.0lb/ft Other'psf load and trib.width - - Additional'plf Unif.Uve Loads........... Des.HTLI,opt'l, Additional'plf Un'rf.Dead Loads.! Deacri�n,apt.(_ 0 ,...........- Load Subtotals 1,220.0 lb/ft 1.220.0 Vill: 273.0 lb/ft Total Adjusted Uniform Loads wL= 1,403.0 lb/ft wD= 314.0 lb/ft Combined Total Uniform Load Wu= 1,717.0 lb/ft , 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material I Douglas Fr-Larch Timber Material I Douglas Fir-larch Lumber Grade No.2 Timber Grade WNPA-No.2 Repetitive Acceptable Solutions Acceptable Solutions Member Use? - I (4)2 x 8 - (2)2x10 3x12 6x8 List properties for M.11 (3)2 x 8 4 x 10 size lumber? 2 x 5" An asterisk• Slf W1=10.55 indicates a non- List properties for Fb=1170 Fr-180 Fcp=625 E=1600000 Sif Wt=2.11 acceptable sol'n. what size? 6 x a F7b=750 Fv-170 Fcp=625 E=1300000 Glued Laminated Members 2.0E Parallam PSL Glulam Grade 24F-y4(DF/DF) . - 5-1/4"x 9•114" Acceptable Solutions 2-11116"x 9-114" 7"x 9-1/4" M3.125" 5.125"x 6" 3-I"x 9./4" SIf Wt=11.8 List properties for List glu lam properties for6.75"x 7.5" what size? 2-.Al x 14• � Fb=3034 Fr-290 Fcp=750 E=2000D00 what size glulam? 8.75"x 9" I-Level TJI s"x9 Web Fb=2400 Fr-240 Fcp=650 E=1800000 Fbt=1850 Self Wt--11.22 Stiffeners? 1.9E Microllam LVL Ne List properties for%fiat 1-3/4"x 11-1/4" (3)1-3/4"x 5.112" - size LVL? (2)1-314"x S-112" 1-3/4'x 14' Fb=2748 Fv-285 Fcp=750 E=1900000 Slf Wt=7.1 1.3E Timberstrand LSL An asterisk 1.55E Timberstrand LSL 3.112"x 7-1/4" indicates a non- 1.314"x 9-114" (3)1-3/4-x 9.114" List properties for Mal+ acceptable sol'n. List properties foil size LSL? what size? (2)1-314"x 9-114" J SIf Wt=6 3-1/2•x 5-1/2•� Fb=1765 Fv=150 Fcp=435 E=1300000 Sif Wt=5.6 1-3/4•x 11-1/4' Fb=2414 Fr-310 Fcp=800 E=1550000 Final Member I sawn wood . Final Member Results Final Member:6 x 8,Douglas Fir- Bending Overdesign:6.1% Material Library I Choose From min.Si-That&k Larch,WWPA-No.2 Shear Overdesign:1t6.5% Final Size: 6 z a JVJ Deflection Overdesign:403.3% Min.Bearing Lengths:=1.50 in.(Left) .is 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(.Pp-.): 0.00 ft True Lan(approx): Cont Mem Loading. Final member okay by: 6.1% Actual Member Sim:5.50"x 7.50" 3.75 ft I Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Maximums R,-Left R,-Right Max.Positive Moment:13,037 ft-lb 1.88 ft Main Span ....................... .__........._...._..._..........................__..................__.._......._........_..._....._.......................... . Live Load: 2,631 lb 2,631 lb _ .Max Negative Moment 0 ft-lb 0.00 ft Main Span ............ .........................._.............._ ....._... Dead Load: 608 lb 608 lb Max Design Shear.:2,159 lb 0.00 ft Main Span ........................................_....._....---.._.__........_.............._..............._........................................_...................................__............ Total Load: 3,239 lb 3,239 lb Main Span Max.Downward 0.025"10.031" 1.88'/1.88' Main I Main Live Case Causing Max WA WA Deflection(Live/Total). Main Span Max.Upward Deftectiort 0.000"10.000" 0.00'I0.00' Main/Main Minimums R,-Left R,-Right (Live I Total ............................................_.........._...................._..,.............................................................................._....................................._........... Live Load: O Ib 0 lb Cant.Down.Deft.(Live I Tot):N/A N/A N/A .............._..........................._....._..........._....._..........._..........................................................................._.................I..................._... ..... 0.6 or 1.0 Dead 3651b 3651bCant. .Deft. Live I Tot:!N/A N/A N/A ....................................�k............._(.............._.....1..t..........._................_............._.._...................................................__......._............... Net Reaction 353 Ib 3531b Req'd El,Not Incl.Self Wt.:14.994E+07 Actual El: 2.51 E+08 Live Case Causing Min N/A WA Approx.Self Weight:i 10.55 plf Approx.Tot.Wt.:40 lb Min,Caldd Bearing Lengths:i =0.94 in Left =0.94 in(Right) ProBeam v4_0 working copy(version 1).xls �zg ConstructionCalc,Inc. CAiRUCTION,CAALL�Ca ProBeam v4.01 Assumptions: Top and bottom must be laterally supported at 4-ft max.intervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong axis only.No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC,2003 IBC,and 1997 UBC. 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: t09021 Load and Span Diagram(Not To scale.Pitch,if any,not shown) Beam I.D.: 2nd flrfrrng above rec rm. 1,000 800 Other Info.: 6/8/2009 600 Main Span,L=1 13.50 ft a 400 200 Main Span Max.Allowed Live Defl:L/ 360 =0.45in J 0 Main Span Max.Allowed Total Defl:L/ 240 =0.6Ein -200 2 4 6 8 10 12 14 16 Cantilever(Overhang)Exists? No . 400 Pitch if Sloped: 0.0:12 -sop-800 Span(ft) Load Duration Live:1.00 Loads From Continuous Member? yes Add Self Wt.? Tes No For Wood and Press Treated? Wet Cond? Temp Cond. Loads Other Than Uniform Loads? No Glul-ams Only: Not press treated . rWO deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Floor Loads 40 psf 15 psf 14.00 ft 560.0 lb/ft 542.5 lb/It 210.0 lb/ft Load Subtotals 560.0 lb/ft 542.5 lb/ft 210.0 lb/ft Total Adjusted Uniform Loads wL= 623.9 Wit wD= 241.5 lb/ft Combined Total Uniform Load wD= 865.4 lb/ft Glued Laminated Members 2.0E Parallam PSL Glulam Grade 24f-VS(DF/DF) . 5-1/4"x 11-1/4" Acceptable Solutions 2-11/16"x 14" 7"x 11-1/4" 2.5"x 16.5" 5.125"x 12" List properties fo 3-1/2"x 14" Slf Wt= 11.8 List glu lam properties for 3"x 15" 6.75"x 10.5" what size? 2-11/16"x 14" Fb=3034 Fv=290 Fcp=750 E=2000000 what size glulam? 3.125"x 15" 8.75"x 10.5" 1-Level.TJI 5"x 9„* 5"x 12" Web - - Fb=2400 Fv=240 Fcp=650 E=1800000 Fbt=2400 Self Wt=11.22 Stiffeners? 1.9E Microllam LVL No List properties for what (3)1-3/4" x 11-1/4" size LVL? (2)1-3/4" x 14" 1-3/4" x 14"* v Fb=2748 Fv=285 Fcp=750 E=1900000 Sff Wt=7.1 1.3E Timberstrand LSL An asterisk* 1.55E Timberstrand LSL List properties for what indicates a non- List properties fo (3)1-314" x 11-7/8" size LSL? acceptable sol'n. what size? (2)1-3/4" x 14" SIf Wt= 6 3-1/2" x 5-1/2" v I Fb=1765 Fv=150 Fcp=435 E=1300000 SIf Wt=5.6 1-3/4^ x 11-1/4^* Fb=2414 Fv=310 Fcp=800 E=1550000 Final Member Results Final Member Pa211am 2.0E PSL . Final Member: 5-1/4"x 11-1/4", Bending Overdesign: 33.9% Material Library Choose From Min.Sizes Tha[Calc. Parallam 2.0E PSL Shear Overdesign: 122.3% Final Size: 5-1/4"x 11-1/4" . Deflection Overdesign:20.6% Min.Bearing Lengths:= 1.75 in.(Left) = 1.75 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Len(approx): Cont Mom Loading. Final member okay by: 20.6% Actual Member Size:5-1/4"x 11-1/4" 13.50 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case Maximums R,-Left R-Right Max.Positive Moment: 20,137 ft-lb 6.75 it Main Span .............................................. ........................................_;............................................................................................................................... ..... Live Load: 4,211 lb 4,211 lb Max.Negative Moment:0 ft-lb 0.00 ft Main Span ............................................................................................................................................................................................................................. Dead Load: 1,755 lb 1,755 lb Max Design Shear..5,138lb 0:00 ft Main Span Total Load: 5,966 lb 5,966 lb Main Span Max.Downward•:................................................................................................................................... Live Case Causing Max N/A N/A Deflection(Live/Total); 0.373"/0.528" 6.75'/6.75' Main I Main .......................................................................................:.................................................................................................................................... Main Span Max.Upward Deflection! 0.000"/0.000" 0.00'/0.00, Main I Main Minimums R,-Left R,-Right (Live/Total): . .. I : N/A N/A N/A ......................................................... _ ................................ ............ Cant.Down.Defl.(Live Tot Live Load: 0 lb 0 lb ( ) 0.6 or 1.0 Dead: 1,053 lb 1,053 lb Cant:_ _Defl:(Live l Tot):.N/A......................................................._NIA................................_NIA ................. Net Reaction 978 Ib 978 Ib Req'd El,Not Incl.Self Wt.: 1.036E+09 Actual El: 1.25E+09 Live Case Causing Min N/A N/A Approx.Self Weight: plf Approx.Tot.Wt.: 250 lb Min.Calc'd Be ring Lengths:i = 1.75 in Left = 1.75 in(Right) ProBeam v4_0 working copy.xls Construction lc,Inc. CONS 1RUCTIONC.ALC ProBeam v4.01 Assumptions:Top and bottom must be laterally supported at Oft max intervals.Fulidepth blocking req'd at supports and cantilever end.Bending in strong axis only.No wane in Glulam laminations. Dynamic loading not considered.Compliant with 2006 IBC,200318C,and 1997 UBC. Disclaimer:All users of this software shall comply with State Engineering Law,which specifies who may perform engineering,and defines the predice of engineering. Job Name: t09021,Chandlers Sq. Load and Span Diagram Not S.W..Pitch,x any,na eno»nl Beam I.D.: 2nd fir framing,ass'y area 2,000 Other Info.: 6/12/2009 1,500 Main Span,L= 6.00 ft 1,000 Main Span Max.Allowed Live Defl:L/I 360 =0.20 in eo sop Main Span Max.Allowed Total Defl:L 240 om in/ .....,...... ............ =. _ . J o Cantilever(Overhang)Exists? No . .sop 1 2 3 4 5 1 7 Pilch if Sloped: 0.0:12 -1 00o span(ft) Load Duration uve:1.00 Loads From Continuous Member? yes Add Self Wt.? ®yrs Oxo For Wood antl Press Treated? Wet Cond? Temp Cond. Loads Other Than Uniform Loads? No Glul_amsOnly: Napress1rUtM Dry 100degFaless Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live,psf Dead,psf Width,ft Load,pif Load,plf. Load,pif. Roof Loads(not including snow) 16 sf 15 sf - - - - Roof Snow(only) 25 sf 0.D0 ft - Floor 3 Loads 40 sf 15 sf Floor 2 Loads 40 sf 15 sf - - - Floor Loads 100 sf 15 psf 14.00 ft 1.400.0 lb/ft 1,400.0 Ib/ft 210.0 lb/ft Wall Dead Load 10 psf - Other'psf load and Vib.width Additional'plf Und.Live Loads.: Descrip nr opt'L Additional'pIP Unif.Dead Loads.;.__. .,_Descripn:opfL 0 Load Subtotals 1.400.0 lb/ft 1,400.0 Itif t 210.0 lb/ft Total Adjusted Uniform Loads WL= 1.610.0 Itdit wD= 241.5lb/ft Combined Total Uniform Load w'u= 1,851.5lb/ft 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Douglasm,-Lrdy Timber Material I Douglas Fir-taro, � Lumber Grade No.2 . Timber Grade w,wA-No.2 Repetitive Acceptable Solutions Acceptable Solutions Member Use? (4)2 x 12 No 6x12 List properties for what (3)2 x 14 4 x 16 8 x 12 size lumber? 2 x 6. An asterisk• 10 x 12 SIf Wt=10.55 indicates a ran- List properties for Fb=1170 Fv--180 Fcp=625 E=1600000 SIf Wt=2.11 acceptable sol'n. what size? 6 x e" Fb=750 Fv--170 Fcp=625 E=1300000 Glued Laminated Members 2.0E Parallel PSL Glulam Grade 24F-V4(DF/DF) 5.114"x 9.114" Acceptable Solutions 2-11116"x 9-114" 7"x9.114" M3.125"xg" 5.125"x 7.5" 3-/"x 9-/" SIf tat=11.8 List properties for List glu lam properties for 6.75"x 7.5" what size? 2-11/16"x 14" V Fb=3034 Fv--290 Fcp=750 E=2000000 what size glulam? 8.75"x 9" I-Level TJI s"x9 Web Fb=2400 Fw240 Fcp--650 E=1800000 Fbt=1850 Self Wt=11.22 Stiffeners? - _1.9E Microllam LVL List properties for what 1 (3)1-3/4"x 7-1/4" - size LVL7 (2)1-314"x 9-1/4" 1-3/4'x 14-* Fb=2748 Fv--285 FCp=750 E=1900000 SIf Wt=7.1 1.3E Timberstrand LSL An asterisk 1.55E Timberstrand LSL indicates a non- - (3)1-3/4"x 9-114" List properties for vmat acceptable sol'n List properties to size LSL? what size? (2)1-314"x 9-1/4" Slf Wt--6 3-1/2^x 5-1/r• v Fb=1765 Fv=150 Fcp=435 E=1300000 SIf Wt--5.6 1-3/4•x 11-1/4'• v Fb=2414 Fv--310 Fcp=800 E=1550000 Final Member IParellam 2.0E PSL . Final Member Results Final Member:3-1/2"x 9-1/4", Bending Overdesign:48.2% Material Library I Choose From Min.sea That yak- . Parallam 2.0E PSL Shear Overdesign:50.9% Final Size: 3-I/2-x 94/4- . Deflection Overdesign:96.0% Min.Bearing Lengths:=2.45 in.(Left) .=2.45 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Diff(apprex): 0.00 ft True L..(approx): Cont Mom Loading. Final member okay by: 48.2% Actual Member Sim:3.112"x 9-114" 6.00 ft I Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Maximums R.-Left R,-Right Max.Positive Moment'8.377 ft-lb 3.00 ft Main Span '. .............._..........................._..................._......_.__............................................................._........_........._..................._...... Live Load: 4,830 it 4,830 lb ...........................Max_Negative Moment 0 ft.Ib..__.......................................0:00 ft....................._Main Span.. ..... .. Dead Load: 755 lb 7551b Max Design Shear.4,150 lb 0.00 ft Main Span ..........................................._......._.__.__..._._......_I._.....__.............................................._.._...................................._............ Total Load: 5,685lb 5,585 lb Main Span Max.Dowmwa 0.102"/0.118" 3.00'/3.00' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total). Main Span Max.UDwaro Deflections 0.000"10.000, 0.00,/0.00, Main/Main Minimums R,-Left R,-Right (Live/TotalY ._..._...._C.a.._._........._....._. -._._...................:!-......_........._..................................._............................................_...................._... Live Load: Olb Olb Cant.Dovn.....(Live/Tot):iN/A N/A N/A 0.6 or 1.0 Dead: 453I15 4531b .._.......... U,E;.Defl.(Live I.Tot).?N/A N/A NIA Net Reaction 435 lb 4351b Req'd El,Not Incl.Self Wt.:i2.347E+08 Actual El: 4.60E+08 Live Case Causing Min N/A N/A Approx.Self Weight:110.10 pif Approx.Tot.Wt.:61 lb Min.Calc'd Bearing Lengths:i =2.45 in Left =2.45 in(Right) ProBeam v4_0 working copy(version 1).xls - e-"Z7 r7 ConstructionCalc,Inc.Tim K.Garrison,P.E. CC�i;4SIrRUCTIONCALL ProBeam v4.02 Assumotlons: Top and bottom must be laterally supported at 4-ft max.intervals. Full-depth blocking req'd at supports and cantilever end. Bending in strong axis only.No wane in Glulam laminations. Dynamic loading not considered. Compliant with 2006 IBC,2003 IBC,and 1997 UBC. 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: Chandlers Sq.Addition Load and Span Diagram(Not To Scale.Pitch,if any,not shown) Beam I.D.: Existing bm.At new corridor 1,500 Other Info.: 7/28/2009 _ 1,000 Main Span,L=1 9.20 ft 500 Main Span Max.Allowed Live Defl:L/ 360 =0.31 in J Main Span Max.Allowed Total Defl L/ 240 i=o.46 in o .............................. 1 2 3 4 5 6 7 8 9 10 Cantilever(Overhang)Exists? No V 500 Pitch if Sloped: 1 0.0:12 J 1,00o Span(ft) Load Duration Snow:1.15 Loads From Continuous Member? Yes T Add Self Wt.? FSYes O No For Wood and Press Treated? Wet Cond? Temp Cond. 1! Loads Other Than Uniform Loads? No GluLams Only: Not press treated Dry too deg F&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live,psf Dead,psf Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including snow)1 15 psf 15.00 ft - - 225.0 Will Roof Snow(only) 25 psf 15.00 It 375.0 lb/ft 375.0lb/ft Floor Loads 40 psf 15 psf 9.00 ft 360.0 Wilt 360.0lb/ft 135.0 lb/ft Wall Dead Load 10 psf 9.00 ft 90.0lb/ft Total Adjusted Uniform Loads wL= 845.3 lb/ft wD= 517.5 lb/ft Combined Total Uniform Load wU= 1,362.8 lb/ft Glued Laminated Members 2.0E Parallam PSI Glulam Grade 24F-V4(DF/DF) 1 5-114"x 9-1/4" Acceptable Solutions 2-11/16"x 11.1/4" 7"x 9-1/4" 2.5"x 13.5" 5.125"x 9" List properties for 3.1/2"x 9-1/2" Slf Wt= 15.3 List glu lam properties for 3"x 12" 6.75"x 9" what size? 3-1/2"x 14 Fb=3335 Fv=333.5 Fcp=750 E=2000000 what size glulam? 3.125"x 12" 8.75"x 9" I-Level TJI 5-x 16.5- . 5"x 9" Web Fb=2760 Fv=276 Fcp=748 E=1800000 Fbt=2127.5 Self Wt-20.56 Stiffeners? 1.9E Microllam LVL No List properties for what (3)1-3/4" x 9-1/4" size LVL? (2)1-3/4" x 11-114- (2)1-3/4"x 11-7/8" Fb=2990 Fv=327.75 Fcp=750 E=1900000 Slf Wt=12.2 1.3E Timberstrand LSL An asterisk• 1.55E Timberstrand LSL indicates a non (3)1-3/4" x 9-114" acceptable sol'n List properties for what . List properties for size LSL? what size? (2)1-3/4" x 11-114" 1Slf Wt= 6 3-1/2•x 5-1/2' Fb=2185 Fv=172.5 Fcp=435 E=1300000 Slf Wt=5.6 1-3/,r x 11-1/4"• Fb=2674 Fv=356.5 Fcp=800 E=1550000 Final Member Glued Laminated1-1Final Member Results Final Member: 5"x 9", Glued Bending Overdesign: 6.8% Material Library Choose From Min.Sizes ThatCalc• Laminated,24F-V4(DF/DF) ShearCiverdesign: 56.5% Final Size: 3'x 9" . Deflection Overdesign: 13.6% Min.Bearing Lengths: 1.94 in.(Left) = 1.94 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn: N/A Vert Diff(approx): 0.00 ft True Len(approx): Cont Mem Loading. Final member okay by: 6.8% Actual Member Size:5"x 9" 9.20 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Maximums R,-Left R.-Riaht Max.Positive Moment: 14,537 ft-Ito 4.60 ft Main Span ...................................................................................................................................................................................................................... Live Load: 3,888 lb 3,888 lb Max.Negative Moment: 0 ft-lb 0.00 ft Main Span ..................................................................................._,................................................................................................................................ Dead Load: 2,432 lb 2,432 lb Max Design Shear:i 5,290 lb 0.00 ft Main Span . ..................... Downward............................................................................................................................... Total Load: 6.320 lb 6,320 lb Main Span Max' Deflection /Total)! 0.249"/0.405" 4.60'/4.60' Main!Main ecton L Live Case Causing Max N/A N/A ( . ...................................................................................:................................................................................................................................ Main Span Max.Upward Deflection, 0.000"/0.000" 0.00'/0.00, Main/Main Minimums R,-Left R -Right (Live/Total): I .................................................................................................................................................................................................................... Live Load: 0lb 0lb Cant.Down.Defl.(LiveITot): N/A N/A N/A ....................................................................................,................................................................................................................................ 0.6 or 1.0 Dead: 1,459 lb 1,459 lb Cant.U Defl. Live!Tot: N/A N/A N/A ..............(.....................)................................................................................................................-................. Net Reaction 1,428 lb 1,428 lb Req'd El,Not Incl.Self Wt.:4.775E+08 Actual El: 5.47E+08 Live Case Causing Min N/A N/A Approx.Self Weight:11.21 plf Approx.Tot.Wt.: 103 lb Min.Caldd Bearing Lengths::i = 1.94 in(Left) = 1.94 in(Right) ProBeam v4_02 working copy.xls ConstructionCalc,Inc.Tim K.Garrison,P.E. CAS lLICTIONCALC ProBeam 14.02 - Assumptions:Top and bottom must be laterally supported at 4-ft max.Intervals. Full-depth blocking req'd at supports and cantilever end.Bending in strong axis only.No wane in Glulam laminations. Dynamic loading not considered.Compliant with 2006 IBC,20031BC,and 1997 UBC. Disclaimer:All users of this software shall comply with State Engineering Law,which specifies wta may perform engineering,and defines the practice of engineering. Job Name: Chandlers Sq.Addition Load and Span Diagram(Not To scale.Pitch,if any,not show") Beam I.D.: Existing bm.At new corridor 2,000 Other Info.: 7/28/2009 1.500 1,000 Main Span,L= 16.00 ft _ :................................................. a 500 Main Span Max.Allowed Live Defl:L 1 ,,,,,,,,,,,,,,,,,,360 =0.53 in B 0 Main Span Max.Allowed Total Defl:L/€ 240 :=0.80 in sop z 4 s e on 12 1a 1a................................................. Cantilever(Overhang)Exists? No • l -1,000 Pitch if Sloped: 0.0:12 -1 500 Span(ft) - Load Duration snow:1.15 • r''" t � � Loads From Continuous Member? res rt � Add Self Wt.? Ores O No For Wood and Press Treated? Wet Cond? Temp Cond.' Loads Other Than Uniform Loads? res Glul-ams Only: I 100 deg F a less • Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Live, sf Dead,psf Width,ft Load,plf Load,off. Load,plf. Floor Loads 40 sf 15 psf 9.00 ft 360.0 lb/ft 360.0 Wit 135.0 lb/ft Total Adjusted Uniform Loads wL= 414.0 lb/ft WD= 155.3lb/ft Combined Total Uniform Load wu= 569.3 lb/ft Concentrated(Point)Loads Trib.Length, Live Loadpsf Dead Load O Trib.Width ft. ft. Live.Ibs Dead,Ibs Location ft Point Load A 25 psf 15 psf 15.00 ft 3.50 ft 1,509 lb 906 lb xA= 9.10 ft Note:Location Measured From Left Support Partial Uniform Loads On Main Span Only Live Load.psf Dead Load.osf Tributary width. Live Load,Olf Dead Load,olf Comb'd Load,olf Start Point.ft. EndftPoint, Partial Load Al40 psf 1 15 psi 9.00 ft 414.0 lb/ft 155.3 lb/ft 569.3 lb/ft 0.00 ft 9.10 ft Partial Load BI 1 10 psf 8.00 ft - 92.0 lb/ft 92.0 lb/ft 0.00 ft 9.10 ft Note:Start and End Points Measured From Left Su rt Glued Laminated Members 2.0E Parallam PSL Glulam Grade 24Fv4(DF/DF) • 5.114"x 14" Acceptable Solutions 7"x 14" 2.5"x 21" 5.125"x 15" 3-112"x 18" Slf Wt= 15.3 List properties for 3"x 19.5" 6.75"x 13.5" what size? x i4^• • Fb=3335 Fv=333.5 Fcp=750 E=2000000 List glu lam properties for 3-1/2" what size glulam? 3.125"x 19.5" 8.75"x 13.5" 1-Level.TJI 5"x 16.5" • 5"x 15" Web - Fb=2760 Fv=276 Fcp=748 E=1800000 Fbt=2127.5 Self Wt=20.56 Stiffeners? - - 1.9E Microllam LVL • List properties for what 1 1 (3)1-31C x 14" size LVL? 1 (2)1-314"x 18" (2)1-3/4"x 11-7/a^• • Fb=2990 Fv=327.75 Fcp=750 E=1900000 Slf Wt=12.2 1.3E Timberstrand LSL An asterisk• 1.55E Timberstrand LSL List properties for what indicates a non- List properties for size LSL? acceptable sol'n. what size? - Slf Wt=6 3-1/z^x 5-Uz•• • Fb=2185 Fv=172.5 Fcp=435 E=1300000 Slf Wt=5.6 1-3/4•x 11-1/4"• yJ Fb=2674 Fv=356.5 Fcp=800 E=1550000 Final Member Glued laminated . Final Member Results Final Member:5"x 15",Glued Bending Overdesign:6.7% Material Library Choose From Min.Stws That Calk. • Laminated,24F-V4(DF/DF) Shear Overdesign: 62.6% Final Size: 5"x 15" JV1 Deflection Overdesign: 12.0% Min.Bearing Lengths:= 3.09 in.(Left) =2.40 in.(Right) Use Conditions selected: Bearing/Buckling Overdsgn: NIA Vert Diff(approx): 0.00 ft True Len(approx): Cont Mom Loading. Final member okay by: 6.7% Actual Member Size:5"x 15" 16.00 ft Bracing/Blocking Req'd For Stability I Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Maximums R,-Left R,-Right Max.Positive Moment::40,435 ft-lb 8.00 ft Main Span ............................................................................,.................................................................................................................... Live Load: 6,659 lb 5,242 lb Max:Negative Moment 0 ft4b 0.00 ft Main Span ........ ......... ......... .. Dead Load: 3,392 lb 2,546 lb Max Design Shear::8,490 lb 0.00 ft Main Span ......................................................................................................................................................................................._........ Total Load: 10,051 lb 7,788lb Main Span Max.Downwards 0.474"/0.714" 7.84'/7.84' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Total): .................................................................................................................................................................................................. Main Span Max.Upward Deflection;Minimums R.-Le 0 R,-Rich (Live/Total .000"/0.000" 0.00'/0.00' Main/Main I ft t } Live Load: 0lb 0 lb Cant.Doom.Defl.(Live I Tot):;N/A NIA N/A .................................................................................................................................................................................................. 0.6 or 1.0 Dead: 2,192 1 1,528 I Cant.U .Defl. Live/Tot: NIA WA ! _ � q.... ............1...................)..,.................................................................................................................... 1 Net Reaction 2,102 lb 1,438lb Red El,Not Incl.Self Wt.::2.248E+09 Actual El: 2.53E+09 Live Case Causing Min N/A N/A Approx.Self Weight::18.69 plf Approx.Tot.Wt.:299 to Min.Caldd Bearing Lengths:1 = 3.09 in Left =2.40 in(Right) ProBeam v4_02 working copy.xls • _ r 14 if :k, 4 17 3 y { n x� E �n 3 'K Mit z Q . m o� pv f *Mow 14 � Ii!R vxy �.. ro ".. :.: ' ztxaz a P' k& _ .. ..........,._. .... ..,. C TM ASI RUCTION CALL 18579 W.Lakeview Lane Cell:(360)708-1865 We Empower The Buillding Industry Mount Vernon,WA 98274 timg@constructioncalc.com or SOFTWARE,SOFTWARE,V ENGINEERING a SEMINARS - Office:(360)422-5663 buildersengineer@constructioncalc.com Fax:(360)422-5664 www.constructioncaic.com P5F-, M T CG r12�eZ7 z', _ 3) �a v D llJ1 T 11t 1? 72.5 TP Ala �LL4- �tL✓l ��:.iN�� rat} f®i.� !I 2� 4 ao'�q Q 1z" w1.t> a� i TM CIS RUCTION CALL 18579 W.Lakeview Lane Cell:(360)708-1865 Mount Vernon,WA 98274 timg@constructioncalc.com or We Empower The Building Industry SOFTWARE, E N G I N ERING G & SEMINARS - Office:(360)422-5663 buildersengineer@constructioncalc.com. Fax:(360)422-5664 www.constructioncalc.com —TTA sc. K-dvi) <�(.A3 , (-'�T 'i ti Al, I) LLJ r f gj 6 I L ho �` Aid ® tq udc 2JXC�1, 0-2_ Z� ZX�j Stu, � x #7 �, e! 3 � 5 � �o I -- Z _____ 6) E 3 C ,S RUCTION CAL,r,C 18579 W.Lakeview Lane Cell:(360)708-1865 We Empower The Building Industry Mount Vernon,WA 98274 timg@constructioncalc.com or SOFTWARE, ENGINEERING 3 SEMINARS Office:(360)422-5663 bu'iildersengineer®constructioncalc.com.: Fax:(360)422-5664 www.constructioncalc.com ( , OAAk P-e7TAi nr �) �� l LAT PAS54 1, AJC—(StUC.fjL, , x t AI >v -T)L�E � # Sx (� DATLt4q�' Ai E St>S5 1-CA-P i i i ConstructionCalc, Inc. Retaining Wall Analysis 6/11/2009 Job Name: Chandlers q Pg. Job Number: t09021 Wall ID: bsmt wall Date: 6/11/09 By: tkg P Support Wall Information Support Optimal S a Overall Height H = 9.0 ft Wall Thickness X, = 8.0 in I Footing Depth X2= 10.0 in I Footing Width X3= 32.0 in Posn.of Wall X4= 8.0 in 12 I H1 Concrete Unit Weight YC= 150 pcf H Y, 'Pav s P Laterally fixed at top of wall? Yes a Bottom fixed against sliding? Yes I X2 YP Wall Loading Line Load P= 1,570 If X3---4 Uniform Press. (Vert.) q= 0 sf Strip Loading 1 q heel Total Load On Strip Per Foot P,p= 0 Ib g toe ( Width Of Strip a'= 12 in -��-�- e Horiz. Position (From Back Of Wall) b'= 99 in R Vert. Position(Above Bot. Of Ftg.) zft9= 0.0 ft Backfill Soil Information (Clean Sand and Gravel) Unit Weight Y1 = 110 pcf Angle of Internal Friction �1 = 30 deg Backfill Slope Angle a= 0 deg Native Soil Information Wall Friction Angle 8= 20.0 deg Unit Weight Y2= 115 pcf Angle of Internal Friction k= 20 deg Cohesive Soil? No UBC Bearing Capacity q.1t= 2,500 psf Horizontal Pressure on Wall Horizontal Reactions Horiz. Pressure Coefficient Ko= 0.5000 Reaction at Top of Wall Rtop= 345 lb Approx. Equiv. Fluid Pressure FI= 55.0 pcf Reaction at Bottom of Wall Rbot= 1,748 lb Check for Overturning Resisting Moments Mr= 10,954 ft-lb Factor of Safety Overturning Moments Mo= 6,279 ft-lb FS1 = 1.74 Ok Check for Sliding Note: Soil at front of footing and shear keys neglected. Total Vertical Load R = 4,081 lb Soil Sliding Resistance Fr= 1,485 lb Factor of Safety Driving Force on Soil Fd= 0 Ib FS2= N/A Ok Check for Bearing Failure Under Toe and Heel Locn. of Resultant(from toe) XR= 1.15 ft Load Eccentricity e= 0.19 ft Bearing Pressure at Toe gtoe= 2,177 psf Factor of Safety Bearing Pressure at Heel gheei= 883 psf FS2= 1.15 Ok RetainingWall1-16-03.xlt r 6/11/2009 Pg. 4 ConstructionCalc, Inc. Retaining Wall Analysis Job Name: Chandlers Job Number: t09021 Wall ID: bsmt wall Date: 6/11/09 By: tkg General Structural Information Flexural Steel in Footing Minimum Concrete Strength fc= 2,500 psi Steel Yield Strength Fy= 40 ksi Moment at Base of Wall Mwali= 1,877 ft-lb Load Factor 1.7 (Positive=counterclockwise,reinf near soil) Moment Below Wall At Front(toe) Miront= 2,476 ft-lb Flexural Steel in Wall (Positive=clockwise,bot.reinf.req'd) Moment Below Wall At Back(heel) Mback= 599 ft-lb Maximum Service Moment Msemi = 1,877 ft-lb (Positive=counterclockwise,bot reinf.req'd) Maximum Required Moment M„1= 3,190 ft-lb (Positive=counterclockwise aboutjoint Max.Abs.Service Moment Mser2= 2,476 ft-lb and reinforcing required on soil side) Maximum Required Moment M„2= 4,209 ft-lb Vertical Steel #s Transverse Steel #s Spacing s, = 12.0 in Spacing sZ= 18.0 in Steel Area As,= 0.31 in`/ft Steel Area Asz= 0.21 in`/ft Bar Diameter db,= 0.625 in Bar Diameter db2= 0.625 in Rebar Location c,= 4.00 in Rebar Location cZ= 3.00 in wall bar centered footin bar not centered Moment Arm d,=F 4.00 in Moment Arm dZ= 7.00 in Actual Steel Ratio p, = 0,0065 Actual Steel Ratio pz= 0.0025 51= 0.85 Balanced Steel Ratio Pb= 0.0309 Balanced Steel Ratio Pb= 0.0309 Max.Steel Ratio pm.= 0,0232 Max.Steel Ratio pmax= 0.0232 Min.Steel Ratio Pmin= 0,0050 Min.Steel Ratio Pmin= 0.0050 N.G. Wall Thickness X,= 8,00 in Footing Thickness XZ= 10.00 in Maximum Design Strength +Mn1= 3,494 ft-lb Maximum Design Strength #Mn2= 4,240 ft-lb Ok Ok Wall Moment Diagram c 4n- 0 0 IL -1,000 0 1,000 2,000 3,000 Moment(ft-lb) RetainingWall1-16-03.xlt I R-1 L Shear transfer at the top of a braced wall. Job Name: Chandlers Job Number: t09021 Wall ID: bsmt wall Date: 6/11/09 By: tkg 9 9 Retained height, ft. 345 345 Load, Ibs per foot. 16 16 Joist or blocking spacing, inches. 5/8 5/8 Anchor bolt diameter to use (5/8 or 3/4 only) 2 2 Number of 1-1/2" mud sills to use (1 or 2 only) a23 a23 Type of clip to use, mud sill to joist or block (A23 or HGA10 only) 460 460 Load per joist or block, lb. 565 565 Value of one clip in shear. 559 559 Value of Anchor bolt in shear, Ibs. 19 19 Max spacing of anchor bolts, inches. 1 1 Number of clips required per joist or block 5 5 Number of 10d common req'd per joist or block line. 3 3 Min. number of 16" long blocks req'd, w/4" nail spcg. 3 3 Min mud sill thickness, in. 33333 P W NF+6 M M� C �m WXZZy Z �+1000= O m 084 x , c 0 D apsp x O Em m <a�n ozO z -7°i m xm mm rC mp C 0 O� Z m w � ' DNA— IT" ut � d L P S n m :r t3 G,yyy� H)tY v o ti S* � Y F.2<. . .. w t+ PROJECT:CHANDLER'S SQUARE INDEPENDENT LIVING KITCHEN GREASE DUCT EXTENSION "' 1300 O AVE ANCORTES,WA 98221 N1 t C [�l h7 C y H A LsJ d G� t�:1 • dAA H � t� a o 0 C z � d Y 14 z � c z o x 2 o N O O PROJECT:.CHANDLER'S SQUARE INDEPENDENT LIVING KITCHEN GREASE DUCT EXTENSION 1300 0 AVE w ANCORTES,WA 98221 1 O� O a > C) y C y d z t2l C H z 0 c a S z e a fi z C, N N O PROJECT:CHANDLER'S SQUARE INDEPENDENT LIVING KITCHEN GREASE DUCT EXTENSION 1300 0 AVE } ANCORTES,WA 98221 1 N t -------------------- �~ ----------------- ------------------- A � d �[j yin>r 01 o's p o0 Sao ad >4 e� xrn r ��r C drz o 0 z � �q 0 0 d y x d r � Z a °o cy o d 20 0.�9 r 0xa a max m r x oa PROJECT:CHANDLER'S SQUARE INDEPENDENT LIVING KITCHEN GREASE DUCT.EXTENSION . 1300 O AVE ANCORTES,WA 98221 W t . O?C x� G tt a �r o d � C z d r z z .d O 0 Z o OAztv ;xC y N OQ of 'x O Or+ A N O M PROJECT:CRANDLEWS SQUARE INDEPENDENT LIVING KITCHEN GREASE DUCT EXTENSION 1300 O AVE ANCORTES,WA 98221 i MARK CHRIST, ARCHITECT 08/17/09 810 Bennett Street Sedro-Woolley,WA 98284 (360)855-1546 s gm _�_ . V11 ------------------------ 2006113C Fire & Life Safety Review Chandler's Square Independent Living This review reflects the architect's best understanding of the owner's intended use of the proposed facility and the Architect's best understanding of the 2006 International Building Code as it relates to the owner's intended use of the proposed facility. Description of the Project The proposed Work includes addition of a 30,365 square foot Independent Living Wing and a 396 square foot Dining Room expansion to Chandler's Square;an existing 58,473 square foot Assisted Living Facility located at 1300"O"Avenue in Anacortes,Washington;and associated Work as shown and specified. Chapter 3,Use and Occupancy Classification The building will contain the following: Apartments for Independent Senior Living: Primary Use Per 310.1 the occupancy is R-2 Resident Storage: Incidental Use Per 508.2.1 the occupancy is R-2 Mechanical Boiler Room: Incidental Use Per 508.2.1 the occupancy is R-2 Facility Laundry: Incidental Use Per 508.2.1 the occupancy is R-2 Resident Rec-Room: Accessory Use Per 303.1,exception 3 the occupancy is R-2 Independent Living Lobby: Accessory Use Per 303.1,exception 3 the occupancy is R-2 Assembly/Connection: Accessory Use Per 508.3.1 the occupancy is R-2 Balcony: Accessory Use Per 303.1,exception 3 the occupancy is R-2 Clock Tower Viewing: Accessory Use Per 303.1,exception 3 the occupancy is R-2 At the time of any"change in use"the use and occupancy classification will need to be revised. Chapter 4,Special Detailed Requirements Based on Use and Occupancy There are no Special Detailed Requirements Based on Use and Occupancy Chapter 5,General Building Heights and Areas 502 Grade Plane is the average of finished ground level adjoining the building at exterior walls. Basement is that portion of a building which is partly or completely below Grade Plane. A basement shall be considered a story where the floor above is more than 6' above grade plane or more than 12'above grade at any point. Building height is the distance from the grade plane to the average height of the highest roof surface. TBL 503 For an R-2 occupancy of type VA construction the basic allowable area(Aa)is limited to 12,000 sf,the basic height 50 feet,and the basic number of stories 3. 504.2 If an R occupancy,is sprinkled per 903.3.1.2(NFPAI3R)the height may be increased by 20 feet(but shall not exceed 60 feet),the stories may be increased by one(but shall not exceed 4 stories). Pp 1 of 5 MARK CHRIST, ARCHITECT 08/17/09 810 Bennett Street Sedro-Woolley,WA 98284 (360) 855-1546 506.2 The(Aa)for the Independent Living Addition may include a frontage increase of approximately 35%but will not be necessary. 506.2 If sprinkled per 903.3.1.1 NFPA13 the(Aa)may include a 200%increase for a building with more than one story. (we are not permitted an increase for a 13R system) 506.4 Buildings with more than two stories may multiply(Aa)by three. Each story may not exceed(Aa).Therefore the total basic allowable area for our addition is 36,000 sf with the basic allowable area for each floor being 12,000 sf. 508.2 Per TBL 508.2 the Incidental Use Storage must be separated by 1 hour fire-resistance rated construction(or)provided with an automatic fire-extinguishing system. Should any equipment located within the Boiler Room be over 400,000 btu/hr input it must be separated by 1 hour fire-resistance rated construction(or)provided with an automatic fire-extinguishing system. 508.3.1 The Assembly/Connection may be considered an accessory use because it does not exceed 10%of the floor area of the primary use. Therefore it is not required to be separated.However,it is separated from the Independent Living Lobby which is constructed as a corridor. Chapter 6,Types of Construction TBL 601 For type VA construction the fire-resistance rating for the structural frame,bearing walls, floor construction,and roof construction shall be 1 hour.Interior nonbearing walls and partitions may be 0 hours.Nonbeanng exterior walls shall comply with table 602. TBL 602 For type VA construction the Fire-Resistance Rating Requirements for exterior walls is 1 hour if the fire separation distance less than 30 feet. Per 702.1 the distance is measured to the closest interior lot line,the centerline of a street or alley, or an imaginary line between two buildings on the same property. Chapter 7,Fire Resistance Rated Construction 704.5 The fire resistance rating of the exterior walls shall comply with Tables 601 and 602. Where they are>5 feet to the property line they may be rated from the inside only. 704.8 The area of unprotected exterior openings shall comply with table 704.8.Therefore,at (>15'to 20')we are limited to 25%of the wall area and at(>30')we are unlimited. The area of exterior openings may be increased to the area of protected openings if sprinkled per 903.3.1.1 NFPA13 (we are not permitted an increase for a 13R system). 704.8.2 The area of unprotected exterior openings shall be unlimited for First Story walls facing an unoccupied space dedicated for public use not less than 30 feet in width and having access from the street by a posted fire lane in accordance with the IFC. 705 Fire Walls shall comply with section 705.A Fire Wall is required to separate the existing facility from the addition in order to keep the floor area below the required level. 706 Fire Barriers shall comply with section 706 and shall be used at;shaft enclosures,exit enclosures,and incidental use areas that are required to be separated. Pp2of5 MARK CRUST, ARCHITECT 08/17/09 810 Bennett Street Sedro-Woolley,WA 98284 (360)855-1546 707 Shaft Enclosures shall comply with section 707. Per 707.4 a shaft enclosure shall have a fire-resistance rating of 2 hours where connecting four stories or more and 1 hour where connecting less than four stories. 708 Walls separating Dwelling Units and Corridor walls are required to be Fire Partitions. Fire Partitions shall have a fire-resistance rating of 1 hour except for Corridor walls as permitted by TBL 1017.1.However,Corridor walls that are bearing walls are required to be 1 hour fire rated per TBL 601. See 708.4 for Continuity of Fire Partitions. 709 Smoke Barriers 710 Smoke Partitions 715 Openings shall be protected per TBL 715.4 2 hour fire wall: 1 1/2 hour door assembly(between buildings) 2 hour fire barrier: 1 1/2 hour door assembly(at exit enclosure) 1 hour fire barrier: 1 hour door assembly(at exit enclosure) 1 hour fire barrier: 3/4 hour door assembly(at incidental use areas) 1 hour fire partitions: 1/3 hour door assembly(at corridor walls) 716 Ducts and air transfer openings. 717 Concealed spaces. 717.3 Draftstopping in floors is not required if sprinkled per NFPAI3R and sprinklers are installed in the combustible concealed spaces. This will not be the case.Therefore, draftstopping shall be located above and in line with the dwelling unit separations. 717.4 Draftstopping in attics is not required if sprinkled per NFPAI3R and sprinklers are installed in the combustible concealed spaces.This will not be the case.Therefore, draftstopping shall be located above and in line with the dwelling unit separations. However,per exception 3,draftstopping shall be located between every two dwellings (or)every 3,000 sf whichever is less. Chapter 8,Interior Finishes Chapter 9,Fire Protection Systems 903.2.7 An Automatic Sprinkler System shall be provided throughout all buildings with a group R fire area. Per 903.1.3 a NFPA 13R system is acceptable for an R occupancy up to and including 4 stories. 907.2.9 A Manual Fire Alarm System is required and per 907.9.1.4 all dwelling units shall be provided with the capability to support visible alarm notification appliances in accordance with ICC Al 17.1. 909 Smoke control systems 909.6.3 shaft pressurization. Chapter 10,Means of Egress 1004 Occupant Load for Exiting shall be determined per TBL 1004.1.1 SEE SPREAD SHEET 1005 Minimum egress width(with 13 or 13R sprinkler system)@ 0.2"/occupant at stairs and @ 0.15"/occupant elsewhere. Pp3of5 MARK CRUST, ARCHITECT 08/17/09 810 Bennett Street Sedro-Woolley,WA 98284 (360) 855-1546 1006 Egress Illumination,means of egress illumination with emergency backup power is required. 1007 Accessible Means of Egress is required for accessible spaces 1007.3 Exit Stairways shall have a minimum of 48"clear between handrails and shall incorporate a 30"x48"area of refuge provided with two way communication. 1008.1.2 Doors will swing in the direction of egress where the occupant load exceeds 50. 1008.1.9 Panic hardware is not required for R occupancies. 1009 Stairways,the minimum stair width is 44"(>50 occupants)(48"per 1007.3) 1011 Exit Signs,internally or externally illuminated exit signs are required(>1 exit). 1014 Exit Access, 1014.3,the maximum Common Path of Egress Travel shall not exceed 75 feet.Note:before two separate and distinct paths to two exits are available. 1015 Per TBL 1015.1 two exits or exit access doorways are required from R occupancies if the occupant load is in excess of 10 or the common path of egress travel exceeds 75 ft 1016 Per TBL 1016.1 the maximum Exit Access Travel Distance shall not exceed 250 feet for R occupancies with a 13R sprinkler system. Travel Distance: distance from any occupied space to an exit. Exit: exit doors at ground level,exit enclosures,etc. 1017 Per TBL 1017.1,Corridor walls within R occupancies(with 13 or 13R sprinkler system) have a required fire-resistance rating of 0 hours if the occupant load< 10 and 30 minutes if the occupant load is>10. 1017.2 The minimum corridor width shall be determined in Section 1005.1 but not less than 44 inches(36"if<50 occupants per exception 2) 1018 Exits,shall comply with sections 1018 through 1023 1019 Number of Exits and Continuity,TBL 1019.1,a minimum of 2 exits are required from each story except as modified in Section 10 15.1 or 1019.2. Section 1019.2 does not apply.However,per 1015.1 one exit is permitted in an R occupancy with an occupant load< 10. 1020 haerior exit stairways shall be enclosed with fire barriers per 706 or horizontal assemblies per 711 and have a fire-resistance rating of 2 hours where connecting four stories or more and 1 hour where connecting less than 4 stories. The number of stories shall include basements. 1020 Vertical Exit Enclosures, 1020.1 exception 9,are not required to be enclosed provided they serve only the first and second stories of a building equipped throughout with an automatic sprinkler system and at least two means of egress are provided from both floors served by the unenclosed stairways.This is not the case for our building. 1024 Exit Discharge,Exits shall discharge directly to the exterior of the building. Exception 1, 50%may egress on the level of discharge if certain criteria are met. 1026 Emergency Escape and Rescue,egress windows are required from sleeping rooms Pp4of5 HARD CHRIST, ARCHITECT 08/17/09 810 Bennett Street Sedro-Woolley,WA 98284 (360)855-1546 Chapter 11,Accessibility 1104.4 Exception(1)floors with<3,000 sf are not required to be accessible. TBL 1106 1-25 parking spaces= 1 accessible space and 26-50 parking spaces=2 accessible spaces. 1106.2 type A or type B dwellings are required to have one standard and one accessible parking space. 1107 1107.6.2.1.1 (amendments)if > 10 dwelling units,then 5%are required to be type A units.Therefore 2 units are required to be type A units. 1107.6.2.1.2 if>4 dwelling units all units are required to be type B minimum. No accessible dwelling units are required.All units on a site shall be considered to determine the total number of units and the required number of type A units. Existing structures on a site shall not contribute to the total number of units on a site. See also ICC/ANSI A117.1-2003,Chapter 10. Dwelling Units Chapters 12 Interior Environment& 13 Energy Code Mechanical&Electrical Design by a Washington State Licensed Engineer under separate cover. Chapters 14 Exterior Walls By architect at later time Chapter 15 Roof Assemblies and Rooftop Structures 1505 Per TBL 1505.1,VA construction is required to have a minimum Class B roof assembly. Chapter 16-28 Structural Design Structural Design by a Washington State Licensed Structural Engineer under separate cover. Chapter 29,Plumbing Systems 2902 Per TBL 2902.1 Item 47 an R-2 apartment house,requires 1 water closet, 1 lavatory, 1 bath or shower, 1 kitchen sink,per dwelling unit and 1 clothes washer connection per 20 dwelling units. Chapter 30,Conveying Systems 3002.1 An elevator enclosure shall be a shaft enclosure per section 707. See also: Review Diagrams sheets 1 through 3 and Review Spread Sheet(attached). This concludes the review. This review does not address the IMC,IFC,or NEC. Additional review by the Building Official is appreciated. Pp 5 of 5 CHANDLER'S SQUARE INDEPENDENT LIVING ADDITION 2006 IBC REVIEW DIAGRAM 16' L 16' new R-2 occupancy 9461 sf VA construction existing I 13R sprinkler R-2 occupancy existing 9,537 sf R-2 occupancy VA coonstruction 5,533 sf 13R sprinkler VA construction 13R sprinkler FIRST FLOOR BASIC IBC INFORMATION TBL 503 Basic Allowable Area per floor: 12,000 sf TBL 503 Basic Allowable Height: 50 ft TBL 503 Basic Allowable Stories: 3 stories SEC 504.2 NFPA13R Sprinler Increase Area: limited to NFPA13 system none Height: by 20 ft up to 60 ft max 60 ft Stories: by 1 story 4 stories SHEET 1 OF 3 CHANDLER'S SQUARE INDEPENDENT LIVING ADDITION 2006 IBC REVIEW DIAGRAM 16' 16' new Assembly /Connection accessory use to R-2 VA construction existing I 13R sprinider 2 hour rated Fire wall new new 2 hour rated I 1 hour rated Fire 11 Fire Barrier existing existing R-2 occupancy R-2 occupancy 13,546 sf 11,162 sf new VA construction VA construction ( R-2 occupancy 13R sprinkler 13R sprinkler 10,336 sf VA construction 13R sprinkler SECOND FLOOR I BASIC IBC INFORMATION TBL 503 Basic Allowable Area per floor: 12,000 sf TBL 503 Basic Allowable Height: 50 ft TBL 503 Basic Allowable Stories: 3 stories SEC 504.2 NFPA13R Sprinler Increase Area: limited to NFPA13 system none Height: by 20 ft up to 60 ft max 60 ft Stories: by 1 story 4 stories SHEET 2 OF 3 CHANDLER'S SQUARE INDEPENDENT LIVING ADDITION 2006 IBC REVIEW DIAGRAM 16'L 16' existing 2 hour rated LL Fire Woll existing existing R-2 occupancy R-2 occupancy 6,217 sf 12,478 sf VA construction VA construction noccuponcy 13R sprinkler 13R sprinkler I LLr-jj THIRD FLOOR FOURTH FLOOR new R-2 occupancy 144 sf BASIC IBC INFORMATION VA construction 13R sprinkler TBL 503 Basic Allowable Area per floor: 12,000 sf TBL 503 Basic Allowable Height: 50 ft TBL 503 Basic Allowable Stories: 3 stories SEC 504.2 NFPA13R Sprinler Increase Area: limited to NFPA13 system none Height: by 20 ft up to 60 ft max 60 ft Stories: by 1 story 4 stories SHEET 3 OF 3 CHANDLER'S SQUARE INDEPENDENT LIVING ADDITION 2006 IBC REVIEW SPREAD SHEET 03/17/09 DESCRIPTION AREA USE OLF OL EXITS FIRST FLOOR dwelling units 4594 R-2 200 circulation/misc 2200 R-2 200 mech/janitor/hskpg 415 R-2(iu) 200 laundry 337 R-2(iu) 200 mech boiler 371 R-2(iu) 200 resident rec-room 653 R 2 (au) 15 44 2 resident storage 991 R-2(iu) 200 TOTAL 9561 R-2 200 48 2 SECOND FLOOR dwelling units 6767 R-2 200 circulation/misc 2158 R-2 200 mech/janitor/hskpg 220 R-2 (iu) 200 independent living lobby 350 R-2 (au) 15 23 1 assembly/connection 843 R 2(au) 7 121 2 TOTAL 10338 R 2 200 52 2 THIRD FLOOR dwelling units 7478 R-2 200 circulation/misc 1825 R-2 200 mech/janitor/hskpg 220 R-2(iu) 200 balcony 186 R-2(au) 7 23 1 TOTAL 9709 R 2 200 52 2 FOURTH FLOOR clock tower viewing 70 R-2 7 10 1 circulation/misc 74 R-2 200 TOTAL 144 R-2 200 1 1 NOTES: (iu)-Incidental Use per IBC 508.2 (au)-Accessory Use per IBC 508.3.1 OLF-occupant load factor OL-occupant load Zv6ae —���3 Functional Program Chandler's Square Independent Living Anacortes, Washington August 17, 2009 General ProQrammin� Chandler's Square Independent Living is an addition of 25 apartments for independent senior living which will be physically connected to Chandler's Square Assisted Living Facility. The intern is to create an alternative to Assisted Living for seniors who desire some of the comforts, social benefits, and security that Chandler's Square can offer but are not in need of physical assistance. Comforts, social benefits and security: Independent Living residents will have the option of Dining with the Assisted Living residents. This will relieve Independent residents from some day to day maintenance of shopping, preparing, and clean-up associated with meals. As important it will offer an opportunity for social interaction at meal times. Independent Living residents will also have the option of attending Activities along with the Assisted Living residents. Chandler's Squares beautician services will also be available to the Independent Living residents. It is anticipated that both the Independent and Assisted residents will benefit from shared activities. Independent Living residents will also have the option of having their bed linen washed and their house keeping provided by Chandler's Square Staff. All residents will have the benefit of residing in a facility which is designed with Senior's needs in mind. Spaces will include grab bars, appliances, plumbing fixtures and door hardware that are selected for ease of use by seniors. For Dining, Activities, and Housekeeping staffing requirements related to the Independent Living see Workshifts (attached). The Primary use of Chandler's Square Independent Living is by physically independent seniors. However, this addition will impact the Assisted Living Facility and the Connection between the buildings is intended to be used for Activities attended by both Independent Living and Assisted Living residents. The following Departmental Programming is limited to those areas to be used in common with Assisted Living residents and review by DSHS Construction review Services is appreciated. Departmental Programming Dining room addition: Function: Dining services will be made available to Independent Living residents as selected. They will be given the option of selecting from a variety of meal plans. They will be served at standard meal times along with the Assisted Living Residents and there will be two seatings during noon and evening meals to offer residents choice of meal times and create a comfortable dining experience. Independent living residents will be offered the same selections as the Assisted Living residents. There will be no change to the Menu. There will be 25 Independent living apartments. Therefore the maximum number of Independent residents will be 50.The Dining room will be expanded by 396 square feet in order to accommodate the additional seating for 25 people or a minimum of 50% of the Independent Living residents per meal. Associated Rooms: It has been determined by the Kitchen Manager that the existing Commercial Kitchen is adequate in size and function to have a minimum of three days of food on hand at all time which matches the menu for both the Assisted Living and the Independent Living residents. Chandler's square will continue to serve three meals per day with fourteen hours maximum between breakfast and dinner. Equipment: Fixed equipment will be limited to the need for horizontal blinds at the exterior windows. Mobile equipment will be limited to the need for 6 tables with 2 chairs and 4 tables with 4 chairs with 2 chairs. 1 of 2 1 Functional Program Chandler's Square Independent Living Anacortes, Washington August 17, 2009 Corridor: Function: One apartment in the current building will be demolished and remodeled to provide an expansion of the existing corridor system in order to connect the Independent Living Addition to the existing facility and provide indoor access to the Dining Room from the new Independent Living building.This is not required as part of the egress system but will be open to it and therefore, constructed as a I hour fire rated corridor and is adequate in width to avoid becoming a dead end corridor. A 2 hour Fire rated Fire Wall separates the Assisted Living Facility from the new construction. In addition to circulation there will be a Storage Closet for use in conjunction with the Connection. Associated Rooms:Adjacent Corridor and Connection. Equipment:No fixed or mobile equipment is required for this space. Connection: Function:An 843 square foot Connection between the Assisted Living Facility and the Independent Living building is primarily to be used for circulation.However,the Connection has also been designed to function as an assembly space for a comfortable seating of up to 50 residents. It is provided with two emergency exits which directly exit the building. The assembly space is to be used for Activates such as social hour, meetings and gatherings, games, yoga, and presentations to be determined that will enhance the resident's lives and not conflict with the primary use of the space for circulation. Associated Rooms: A large closet is located in the adjacent Corridor for the storage of tables and chairs, games and supplies to be used in conjunction with the activities to be scheduled to take place in the Connection.A small closet is provided next to the projection screen for the storage of a lectern,projector,microphone,and amplifier. Equipment: Fixed equipment will include horizontal blinds at the exterior window and a projection screen mounted on the North Wall. Mobile equipment will include 9 tables with 4 chairs and games and supplies to be determined. This concludes the Functional Program. All bidding contractors shall note that the Functional Program may be modified as required by DSHS review prior to permitting. 2 of 2 'I I k M1110 t1k 5 ontrol Procedure(ICP) Chandler's Square Independent Living Anacortes, Washington August 17, 2009 In accordance with the Project Manual, a Pre-construction Conference shall be held at which time the Owner, Architect,Contractor,and applicable Sub-contractors shall discuss in detail the execution of the ICP. Dining room addition: Areas Impacted:The work will not impact the Kitchen throughout the duration of the project.Air conditioning to the Dining Room and Administrative Offices will not be available during the relocation of the condensers. Use of the Dining Room will be impacted after the removal of the existing wall between it and the expansion.There will be minor disturbance for the connection of HVAC ductwork and tie in to the existing electrical and fire alarm systems. Relocation of existing HVAC condenser units:The units are located at grade,outside the building,where the addition is to be constructed.The units must be relocated approximately twenty feet to the south of their existing location.The condenser units are part of the HVAC system serving the exiting Dining Room and Administrative Offices. Prior to construction the Contractor shall coordinate the timing of the relocation of the condensers with the Owner. The contractor shall minimize the down time required and give adequate notice to permit the Owner to make any temporary accommodation for Dining that may be necessary. Timing:The Contractor shall complete the addition to the greatest extent possible prior to removal of the existing wall between the dining room and the new addition.The Contractor shall coordinate the timing of the demolition with the Owner as to minimally impact the use of the dining room.The Contractor shall minimize the down time required and give adequate notice to the Owner to permit the Owner to make any accommodation necessary as to minimally impact the schedule and location of dining services for the residents. Construction Noise: The first seating for dinner is at 5:00 pm. For this portion of the work the Contractor's hours or operation shall be limited to 7:30 am.Through 4:30 pm.Monday through Saturday. Air Barrier: Prior to the removal of the wall between the dining room and new addition the contractor shall provide a 6 mill plastic sheet barrier to prevent dust from entering the dining room.The Air Barrier shall be installed in accordance with the Project Manual. Construction tools, Supplies and Debris:All construction supplies and tools, supplies and debris shall remain outside the existing facility. After the removal of the wall between the dining room and the new addition construction debris shall remain behind the Air Barrier. Plumbing:There is no modification or addition to the existing water supply or waste systems as part of this project Forced Air: The existing HVAC system serving the dining room is to be expanded to provide forced air heating and ventilation to the new addition as indicated in the Construction Documents. All work shall be done by a licensed mechanical contractor and shall comply with the ICP. Care shall be taken to coordinate the timing of and minimally interrupt the function of the existing system and to protect air quality.The system shall be balanced as described in the Project Manual. Electrical: The existing electrical system serving the dining room is to be expanded to provide lighting,switching and outlets to the new addition as indicated in the Construction Documents.All work shall be done by a licensed electrical contractor and shall comply with the ICP. Care shall be taken not to interrupt the electrical service to other parts of the building. 1 of 3 Immunization Control Procedure(ICP) Chandler's Square Independent Living Anacortes, Washington August 17, 2009 Fire Alarm: The existing Fire Alarm system serving the Dining Room is to be expanded to provide lighting,switching and outlets to the new addition as indicated in the Construction Documents. All work shall be done by a licensed contractor and coordinated with the local Fire Chief and shall comply with the ICP.Care shall be taken not to interrupt the function of the existing system. Sprinkler:The existing Sprinkler system serving the Dining Room is to be expanded to provide lighting,switching and outlets to the new addition as indicated in the Construction Documents.All work shall be done by a licensed contractor and coordinated with the local Fire Chief and shall comply with the ICP. Care shall be taken not to interrupt the function of the existing system. Inspections and touch-up: After connection to the existing facility, all inspections and touch-up of work including clean-up shall be scheduled to avoid all meal times. Demolition and remodel at existing apartment: Areas Impacted:The work will impact the use of one Assisted Living Apartment. There will be minor disturbance to the use of the Corridor at the time of removal of the Corridor wall. After the removal of the wall there will be no disruption of the use of the existing Corridor. Evacuation of existing Apartment:One apartment must be remodeled to provide an expansion of the corridor system in order to connect the Independent Living Addition to the existing facility. Prior to construction the Contractor shall coordinate the timing of the evacuation with the Owner. The Contractor shall schedule this work in a manner that is mutually agreeable with the Owner, and current Resident. The contractor shall minimize the down time required and give adequate notice to the Owner to permit the Owner to make any temporary accommodation necessary for the relocation of the Resident. Timing:The Contractor shall complete the addition to the greatest extent possible prior to removal of the existing wall between the Apartment and the existing Corridor.The Contractor shall coordinate the timing of the demolition with the Owner as to minimally disrupt the residents. The Contractor shall not negatively impact the function of the existing corridor and exiting in the case of an emergency. The Contractor shall be responsible for maintaining the corridor adjacent the construction and shall obtain approval by the local Fire Chief prior to commencing work. Construction Noise: For this portion of the work the Contractor's hours or operation shall be limited to 7:30 am. Through 6:30 pm. Monday through Saturday. Ongoing additional special care will be taken as determined by the Owner as needed to accommodate the residents located to each side and above the work as it proceeds. Air Barrier: Prim to the removal of the wall between the Corridor and Apartment the contractor shall provide a 6 mill plastic sheet barrier to prevent dust from entering the dining room. The Air Barrier shall be installed in accordance with the Project Manual. Construction tools, Supplies and Debris:All construction supplies and tools, supplies and debris shall remain outside the existing Corridor. After the removal of the wall between the Corridor and the Apartment construction debris shall remain behind the Air Barrier. Plumbing: The existing plumbing system serving the Apartment is to be remodeled as indicated in the Construction Documents. All work shall be done by a licensed electrical contractor and shall comply with the ICP. Care shall be taken not to interrupt the function of the existing system. 2of3 Immunization Control Procedure (ICP) Chandler's Square Independent Living Anacortes, Washington August 17, 2009 Forced Air:The mechanical system serving the Corridor is to be expanded as necessary as to provide forced air heating and ventilation as indicated in the Construction Documents. All work shall be done by a licensed mechanical contractor and shall comply with the ICP.Care shall be taken not to interrupt the function of the existing system and to protect air quality.The system shall be balanced as described in the Project Manual. Electrical: The electrical system serving the Apartment is to be remodeled as indicated in the Construction Documents. All work shall be done by a licensed electrical contractor and shall comply with the ICP. Care shall be taken not to interrupt the electrical service to other parts of the building. Fire Alarm: The Fire Alarm system serving the Apartment is to be remodeled as necessary as to accommodate the remodel. Shop Drawings are to be approved by DSHS and the local Fire Chief prior to any work. All work shall be done by a licensed contractor and coordinated with the local Fire Chief and shall comply with the ICP. Care shall be taken not to interrupt the function of the existing system. Sprinkler: The Sprinkler system serving the Apartment is to be remodeled as necessary as to accommodate the remodel. Shop Drawings are to be approved by DSHS and the local Fire Chief prior to any work. All work shall be done by a licensed contractor and coordinated with the local Fire Chief and shall comply with the ICP. Care shall be taken not to interrupt the function of the existing system. This concludes the Immunization Control Procedure (ICP). All bidding contractors shall note that the ICP may be modified as required by DSHS prior to permitting. 3 of 3