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STRUCTURAL GENERAL NOTES _____________________________________________________________________________________________ DESIGN LOADS: 2009 International Residential Code (IRC), except as noted Roof Snow: 70 psf Wind: 90 mph, exp B, 3 second gust Live Loads: Floor 40 psf Deck Loads: 60 psf (Covered) Design Snow Load Dead Loads: Floor 15 psf _____________________________________________________________________________________________ FOUNDATION DESIGN: Foundations are designed without an engineer's soil investigation. The design criteria is assumed for purposes of foundation design. _____________________________________________________________________________________________ DRILLED PIERS (CAST-IN-PLACE DEEP FOUNDATIONS): Straight shaft drilled piers are designed for maximum end bearing pressure 15,000 psf allowable side shear 1500 psf minimum dead load pressure 3,000 psf uplift side shear === psf. minimum penetration into bedrock 5 feet minimum total length 22 feet See plans for additional penetration and length requirements. See boring logs in the Soils Report for indicated variation in bedrock surface. Mushrooming at the tops of piers is not permitted. Provide for overrun or underrun in drilling lengths and installed quantities of concrete and reinforcing. Pier holes shall be thoroughly cleaned and dewatered and shall be inspected by the Geotechnical Engineer prior to concrete placement. Casing of drilled pier holes may be required. _____________________________________________________________________________________________ EARTH RETAINING STRUCTURES: Earth Equivalent Fluid Lateral Pressure: Walls Restrained at Top (at rest) 60 pcf Cantilevered Walls (active) 45 pcf Passive Resisting 200 pcf Coefficient of Sliding Friction 0.2 _____________________________________________________________________________________________ REINFORCED CONCRETE: Design is based on ACI 318-05 "Building Code Requirements for Structural Concrete" and ACI 332-04 Requirements for Residential Concrete Construction. Concrete work shall conform to ACI 301-05 Standard Specifications for Structural Concrete. Structural concrete shall have the following properties: | | Max | | Slump, | Entrained | | | |f'c, psi| W/C | Maximum | inches |Air, percent|Cement|Admixtures,| Intended Use | 28 day | Ratio | Aggregate |(+/- 1")| (+/- 1.5%)| Type | Comments | Footings | 3,000 | 0.52 | 3/4" Stone | 5 | 2 | I/II | | Walls | 3,000 | 0.45 | 3/4" Stone | 4 | 3 | I/II | | Interior slabs | | | | | | | | on grade | 4,000 | 0.45 | 3/4" Stone | 4 | 3 | I/II | Fiber | Detailing, fabrication, and placement of reinforcing steel shall be in accordance with ACI 315-05 Details and Detailing of Concrete Reinforcement. Reinforcing bars shall conform to ASTM A615-04a, Grade 60, except ties or bars shown to be field-bent, which shall be Grade 40. Bars to be welded shall conform to ASTM 706-04a. Unless noted otherwise on the Structural Drawings, lap bars 50 diameters (minimum). At corners and intersections, make horizontal bars continuous or provide matching corner bars for each layer of reinforcement. Trim openings in walls and slabs with 2-#5 for each layer of reinforcement, fully developed by extension or hook. Except as noted on the drawings, concrete protection for reinforcement in cast-in-place concrete shall be as follows: Cast against and permanently exposed to earth: 3 Exposed to earth or weather: #5 bar, W31 or D31 wire, and smaller 1-1/2 Not exposed to weather or in contact with ground: Slabs, walls, joists: #11 bars and smaller 3/4 Fiber admixture shall be 100% virgin polypropylene, fibrillated fibers, type 111 4.1.3, performance level one, per ASTM C1116-02. _____________________________________________________________________________________________ STRUCTURAL STEEL: Structural steel shall be detailed, fabricated, and erected in accordance with the Specification for Structural Steel Buildings (AISC 360-05) and the Code of Standard Practice for Steel Buildings and Bridges (AISC 303-05) by the American Institute of Steel Construction (AISC). Structural steel wide flange beams shall conform to ASTM A992-04a, 50 ksi yield. Other rolled shapes, including plates, channels, WTs, and angles shall conform to ASTM A36-04. Hollow structural section (HSS) rectangular shapes shall conform to ASTM A500-03a, Grade B, 46 ksi yield. Anchor rods shall conform to ASTM F1554-99, Grade 36 as noted on the Structural Drawings with weldability supplement S1. Welding shall be done by a certified welder in accordance with the AISC documents listed above, the American Welding Society (AWS) D1.1: 2006 Structural Welding Code, and the recommendations for use of weld E70 electrodes. Where not specifically noted, minimum weld shall be 3/16 fillet by length of contact edge. All post-installed anchors shall have current International Code Council Evaluation Service (ICC-ES) reports and shall be installed in accordance with the manufacturer's requirements. Expansion anchors shall be approved wedge type unless specifically noted to be sleeve type as noted on the Structural Drawings. Chemical anchors shall be approved epoxy or similar adhesive type as appropriate for installation in solid and non-solid base materials. Glue wood nailer plates to steel beams and attach with either 1/2" diameter bolts at 32 o.c., staggered or 0.145 diameter powder actuated drive pins at 16 o.c., staggered. _____________________________________________________________________________________________ STRUCTURAL WOOD & TIMBER: Design is based on ANSI/AF&PA NDS-2005 National Design Specification for Wood Construction with Supplement: Design Values for Wood Construction and ANSI/AF&PA SDPWS-2005 Special Design Provisions for Wind and Seismic. 2x framing shall be S4S Hem-Fir No. 2 and better unless noted otherwise. All lumber shall be 19% maximum moisture content, unless noted otherwise. Solid timber beams and posts shall be Douglas Fir-Larch No. 1. Studs shall be Hem-Fir Stud grade and better. Top and bottom plates shall be Hem-Fir No. 2 and better. Fasteners for use with treated wood shall comply with IRC Section R317.3 Wood in contact with concrete shall be pressure-treated Douglas Fir-Larch or Southern Yellow Pine. Preservative treated wood shall be treated in accordance with AWPA U1 and AEPA M4. Conventional light framing shall comply with IRC Sections R502, R602, and R802. Minimum nailing shall be provided as specified in IRC Table R602.3(1) Fastener Schedule for Structural Members. Metal framing anchors shown or required, shall be Simpson Strong-Tie or equal Code approved connectors and installed with the number and type of nails recommended by the manufacturer to develop the maximum rated capacity. Note that heavy-duty hangers and skewed hangers may not be stocked locally and require special order from the factory. Lead holes for lag screws shall be 40%-70% of the shank diameter at the threaded section and equal to the shank diameter at the unthreaded section per NDS section 11.1.3. Connector bolts and Lag Screws shall conform to ANSI/ASME B18.2.1 and ASTM SAE J429 Grade 1. Nails and Spikes shall conform to ASTM F1667. Wood Screws shall conform to ANSI/ASME B18.6.1. _____________________________________________________________________________________________ WOOD FRAMING NOTES: Provide solid blocking between joists under jamb studs of openings. Columns must have a continuous load path to foundation. Unless noted otherwise, install two lengths of solid blocking x joist depth x 12 inches long in floor framing under column loads. All beams and trusses shall be braced against rotation at points of bearing. Unless noted otherwise, lower chord of gable end trusses shall be anchored to wall plate with framing anchors at 4'-0 spacing and laterally braced to roof framing at 8'-0 spacing. Provide continuous wall studs each side of openings equal to one-half or greater the number of studs interupted by opening unless noted otherwise. All wall studs shall be continuous from floor to floor or from floor to roof. Provide solid blocking or rim joists at all joist supports and joist ends. Sole plate at all perimeter walls and at designated shear walls shall be nailed with (3) 16d box nails (coated or deformed shank) at 16 . 12d nails are not acceptable. All roof rafters, joists, trusses, beams shall be anchored to supports with metal framing anchors. _____________________________________________________________________________________________ WOOD SHEATHING: Plywood and oriented strand board (OSB) floor and roof sheathing shall be APA rated with stamp including APA trademark and panel span rating. Minimum Floor Sheathing: 23/32" APA Sturd-i-floor rated 24 inch o.c. tongue & groove, glued and nailed. Minimum Roof Sheathing: 19/32" OSB or CDX Plywood, APA 40/20, nailed. Minimum Wall Sheathing: 7/16" OSB or CDX Plywood, APA 24/16, blocked and nailed. Nail wall sheathing with minimum 8d common or 10d box at 6" at panel edges, and 12 at intermediate framing except as noted. Block and nail all edges between studs. Minimum (3) 8d nails per stud. Nail all plates using edge nail spacing indicted. Sheathe all exterior walls. Sheathe interior walls as designated on the drawings. Sheathing shall be continuous from bottom plate to top plate. Cut in "L" and "T" shapes around openings. Lap sheathing over rim joists a minimum 4 at all floors to tie upper and lower stud walls together. Minimum height of sheathing panels shall be 16 to ensure that plates are tied to studs. _____________________________________________________________________________________________ _____________________________________________________________________________________________ PLANT FABRICATED / PRE-ENGINEERED WOOD FRAMING: I-series roof and floor joists shall be manufactured by iLevel Trus Joist with structural wood flanges and webs designed for structural capacities and design provisions according to ASTM D 5055. Substitution of equivalent series by other manufaturer is acceptable with engineer approval. I-series roof and floor joists shall be installed per the manufacturer's recommendations. Do not cut or notch chords in any manner. Holes in webs shall not exceed manufacturer's published limit criteria. Members noted as LVL (Laminated Veneer Lumber) on plan shall be 1-3/4 wide x depth indicated, plant-fabricated, and have the following minimum allowable design values: F /b = 2600 psiF /v = 285 psi F /c|| = 2460 psi F /c- = 750 psi E = 1900 ksi Members noted as PSL (Parallel Strand Lumber) on plan shall be plant-fabricated and have the following minimum allowable design values: F /b = 2900 psiF /v = 290 psi F /c|| = 2900 psi F /c- = 750 psi E = 2000 ksi Members noted as LSL (Laminated Strand Lumber) on plan shall be plant-fabricated and have the following minimum allowable design values: F /b = 1700 psiF /v = 400 psi F /c|| = 1400 psi F /c- = 680 psi E = 1300 ksi Bridging and blocking shall be installed according to the fabricator's requirements. _____________________________________________________________________________________________ STRUCTURAL GLUED LAMINATED TIMBER: Materials, manufacture, and quality control shall be in conformance with ANSI/AITC A 190.1-02 "Structural Glued Laminated Timber" and AITC 117-2004 "Standard Specifications for Structural Glued Laminated Timber of Softwood Species, Design and Manufacturing Requirements." Simple span beams shall be Douglas Fir Combination Symbol 24F-V4 with <no camber.> <camber to 100 foot radius.> Continuous and cantilevered members shall be Douglas Fir Combination Symbol 24F-V8 with no camber. Columns shall be Combination #2 or better. All glued laminated timber shall have less than 16% moisture content, unless noted otherwise. Members shall be <Architectural><Industrial> Appearance Grade. Adhesives shall meet the requirements for wet conditions of service. Seal cut edges and ends exposed to weathering. The fabricator shall furnish all items of connection steel and hardware for joining timber members to each other and to their supports; exclusive of anchorage embedded in masonry, setting plates, and items field-welded to structural steel. _____________________________________________________________________________________________ OPEN-WEB WOOD TRUSSES: Manufacture and installation of metal plated wood trusses shall comply with ANSI/TPI 1 "National Design Standard for Metal-Plate-Connected Wood Truss Construction," BCSI-2008 (Building Component Safety Information) "Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses," and DSB-89 "Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses." Pre-engineered, prefabricated trusses shall be designed by an engineer registered in the State of Colorado, and shall comply with code requirements. Trusses shall be designed to support the full dead loads and the superimposed design loads noted above or on the drawings. Stresses shall not exceed those listed in the National Design Specification for Wood Construction with 2005 Supplement (AF&PA NDS-2005). <No increases in stress are allowed for duration of load.> The fabricator shall determine truss web arrangements and member forces. Truss to truss connections specified shall be by truss supplier, unless specifically noted on the drawings. Unless otherwise indicated, trusses shall be designed for perpendicular to grain bearing on Hem Fir plates (405 psi). End grain bearing is not allowed unless accepted in writing by JVA. Design truss for bearing blocks or Truss Bearing Enhancers as required to compensate for overstresses. Specify size, species, and nailing for bearing blocks. Truss fabricator shall specify all floor and roof truss bracing and bridging. Calculations and shop drawings, including member sizes, lumber species and grades, and substantiating data for connector capacities, shall be submitted to the Architect for review prior to fabrication. _____________________________________________________________________________________________ SHOP DRAWINGS: The Structural Drawings are copyrighted and shall not be copied for use as erection plans or shop details. Use of JVA's electronic files as the basis for shop drawings requires prior approval by JVA, a signed release of liability by the General Contractor and/or his subcontractors, and deletion of JVA's name and logo from all sheets so used. The General Contractor shall submit in writing any requests to modify the Structural Drawings or Project Specifications. All shop and erection drawings shall be checked and stamped (after having been checked) by the General Contractor prior to submission for Structural Engineer's review; shop drawing submittals not checked by the General Contractor prior to submission to the Structural Engineer will be returned without review. Furnish two (2) prints of shop and erection drawings to the Structural Engineer for review prior to fabrication for plant fabricated wood joists, pre-engineered wood trusses. Submit in a timely manner to permit 10 working days for review by the Structural Engineer. Shop drawings submitted for review do not constitute request for change in writing" unless specific suggested changes are clearly marked. In any event, changes made by means of the shop drawing submittal process become the responsibility of the one initiating the change. _____________________________________________________________________________________________ FIELD VERIFICATION OF EXISTING CONDITIONS: The General Contractor shall thoroughly inspect and survey the existing structure to verify conditions that affect the work shown on the drawings. The General Contractor shall report any variations or discrepancies to the Architect and Structural Engineer before proceeding. _____________________________________________________________________________________________ STRUCTURAL ERECTION AND BRACING REQUIREMENTS: The Structural Drawings illustrate and describe the completed structure with elements in their final positions, properly supported, connected, and/or braced. The Structural Drawings illustrate typical and representative details to assist the General Contractor. Details shown apply at all similar conditions unless otherwise indicated. Although due diligence has been applied to make the drawings as complete as possible, not every detail is illustrated and not every exceptional condition is addressed. All proprietary connections and elements shall be installed in accordance with the manufacturers' recommendations. All work shall be accomplished in a workmanlike manner and in accordance with the applicable codes and local ordinances. The General Contractor is responsible for coordination of all work, including layout and dimension verification, materials coordination, shop drawing review, and the work of subcontractors. Any discrepancies or omissions discovered in the course of the work shall be immediately reported to the Architect and Structural Engineer for resolution. Continuation of work without notification of discrepancies relieves the Architect and Structural Engineer from all consequences. Unless otherwise specifically indicated, the Structural Drawings do not describe methods of construction. The General Contractor, in the proper sequence, shall perform or supervise all work necessary to achieve the final completed structure, and to protect the structure, workmen, and others during construction. Such work shall include, but not be limited to temporary bracing, shoring for construction equipment, shoring for excavation, formwork, scaffolding, safety devices and programs of all kinds, support and bracing for cranes and other erection equipment. Temporary bracing shall remain in place until all floors, walls, roofs and any other supporting elements are in place. The Architect and Structural Engineer bear no responsibility for the above items, and observation visits to the site do not in any way include inspections of these items. These plans have been engineered for construction at one specific building site. Builder assumes ALL responsibility for use of these plans at ANY OTHER building site. Plans shall not be used for construction at any other building site without specific review by the engineer. _____________________________________________________________________________________________ PRECAUTIONARY NOTES ON STRUCTURAL BEHAVIOR: Interior architectural finish detailing must accommodate the relative differential movements of supporting structural elements. Where the roof framing element spans are long, applied loading will naturally cause substantial deflection. Interior elements hung from the roof structure will deflect with the roof. The floor is a floating concrete slab-on-grade and may experience movements independent of the structural foundations. Interior elements supported on the slab-on-grade floor will move with the floor. Interior elements supported on foundations and columns will not experience similar or measurable movements. Exterior/perimeter wall assemblies hung from the edge of the building structure will be directly affected (to some degree) by changes in external temperature and floor deflection. Exterior/perimeter and interior architectural finish details should allow for relative movements between elements with different support conditions. _____________________________________________________________________________________________ MACH Machine Deformed Anchor Bar DAB (generic term) (Trus-joist brand LVL) LSL Laminated Strand (Control Joint) (Management) WP Work Point WWF Welded Wire Fabric WT Weight WA Wedge Anchor VERT Vertical VIF Verify in Field UNO Unless Noted Otherwise ULT Ultimate TYP Typical TRANS Transverse TL Total Load TPG Topping TW Top of Wall TJ Top of Joist TD Top of Deck TC Top of Concrete TB Top of Beam T&B Top and Bottom T&G Tongue and Groove THD Thread THK Thick, -ness SYM Symmetrical SUPT Support STRUCT Structure, -al STIFF Stiffener STL Steel STD Standard SY Square Yard SF Square Feet SQ Square SPEC Specifications SP Spaces ST Snug Tight SC Slip Critical SOG Slab on Grade SIM Similar SLV Short Leg Vertical SLH Short Leg Horizontal SHT Sheet SHTG Sheathing SDST Self Drilling Self Tapping SECT Section SCH Schedule RO Rough Opening RMO Rough Masonry Opening RM Room RET Retaining REQMT Requirement REQ Required REINF Reinforce, -ed, -ing RE Reference (refer to) RECT Rectangle R Radius QTY Quantity PL Property Line PS Prestressed PC Precast PSI Pounds per Square Foot PSF Pounds per Square Inch PLF Pounds per Linear Foot PCF Pounds Per Cubic Foot PT (1) Post Tensioned PWD Plywood PERP Perpendicular PEN Penetration PTN Partition PSL Parallel Strand Lumber PP Panel Point PNL Panel OF Outside Face OD Outside Diameter OH Opposite Hand OPP Opposite OPNG Opening NTS Not to Scale NIC Not In Contract N-S North to South NS Near Side NF Near Face MIN Minimum ML Microllam MEZZ Mezzanine MTL Metal MECH Mechanical MAX Maximum MATL Material MO Masonry Opening MASY Masonry MFR Manufacture, -er, -ed MB Machine bolt LLV Long Leg Vertical LLH Long Leg Horizontal LD Load LL Live Load LT Light Lumber (generic term) K Kip (1,000 lbs.) JB Joist Bearing JST Joist JT Joint INT Interior (Intermediate) IF Inside Face ID Inside Diameter HORIZ Horizontal HT Height HAS Headed Anchor Stud GYP BD Gypsum Board GND Ground GR Grade GL Glue laminated (Glulam) GC General Contractor GEN General GALV Galvanized GA Gage (Gauge) FP Full Penetration FDN Foundation FTG Footing FL Flush FLR Floor FLG Flange FIG Figure FS Footing Step, Far Side FF Finished Floor, Far Face F-F Face to Face FO Face of XS Extra Strong EXT Exterior EJ Expansion Joint EXP Expansion EXC Excavate EST Estimate EQUIV Equivalent EQUIP Equipment EQ Equal ENGR Engineer E-E End to End EL Elevation ELEC Electric (Electrical) ECC Eccentric E-W East to West ES Each Side EF Each Face EA Each DP Drilled Pier DWG Drawing DN Down DWL Dowel XXS Double Extra Strong DIM Dimension DIAG Diagonal DEV Develop DET Detail DL Dead Load CY Cubic Yard CF Cubic Foot XSECT Cross-section CS Countersink CB Counterbore CONT Continue (Continuous) CM Construction Manager CJ Construction Joint CONN Connection CMU Concrete Masonry Unit CONC Concrete COM Common COMB Combination COL Column CLR Clear CG Center of Gravity CTR Center CLG Ceiling CIP Cast in Place BL Brick Ledge BW Bottom of Wall BC Bottom of Concrete BOT Bottom BLKG Blocking BLK Block BRG Bearing BM Beam AVG Average ARCH Architect, -ural APPROX Approximate ANCH Anchor, Anchorage AB Anchor Rod (Bolt) AMT Amount ALT Alternate ATR All Thread Rod ADDL Additional AFF Above Finished Floor AESS Architectural Exposed Structural Steel DT Double Tee COORD Coordinate, -tion Pressure Treated PT (2) OSB Oriented Strand Board PAF Powder Actuated Fast'nr OCJ OSHA Column Joist GT Girder Truss LOC Location ADJ Adjustable Laminated Veneer Lumber (generic term) LVL HP High Point LGS Light Gage Steel HDG Hot Dipped Galvanized LP Low Point ABBREVIATIONS KEY (2) PLY (3 1/2") (3) PLY (5 1/4") (3) ROWS OF 12d GUN NAILS @ 12" TYPICAL MULTI-MEMBER CONNECTIONS FOR BUILT-UP BEAMS 4-PLY (7") (2) ROWS OF 6" SDS SCREWS @ 6" EA SIDE, STAGGER SCREWS ON OPP SIDES (4) 3" SDS SCREWS EACH SIDE OF SUPPORTED MEMBER LVL SUPPORT MEMBER NAILS OR SCREWS, SEE BELOW CARRIED BEAM (3) ROWS OF 12d GUN NAILS @ 12" EACH SIDE 2" 2" 2" 2" 2" 2" 8" 2" 2" Location of bend in bent beam Top of footing or pier elevation Top of concrete wall elevation Joist Concrete Earth Slope Wood joist or beam supported Wood joist continuous over intermediate support Wood joist bearing on top of support Header Top of sub-floor or slab elevation Wood bearing wall FRAMING SYMBOLS FOUNDATION SYMBOLS GENERAL SYMBOLS Holdown Step in elevation Beam Column or other element below by metal hanger Floor drain XX SYMBOLS KEY ( XX'-XX" ) ELEV XX FD XX'-XX" Step T/O Wall [XX'-XX'] Top of Beam Elevation 10" STANDARD HOOK TYPICAL CONCRETE WALL INTERSECTIONS SINGLE CURTAIN DOUBLE CURTAIN STD HOOK STD HOOK STD HOOK STD HOOK SEE SECTIONS FOR REINFORCEMENT SEE SECTIONS FOR REINFORCEMENT CORNER BAR CORNER BAR LAP "L" LAP "L" LAP 50db LAP 50db #4 24" #5 30" #6 36" BAR "L" SHEET No. Date Checked by Designed by Job # Issue No. DATE DES'D REVISION DESCRIPTION S0 BASE CAMP TOWNHOMES 07/17/17 CMK CLB 18365 CONSTRUCTION BLDG A & BLDG B BASE CAMP CIRCLE GRANBY, CO 0 6" 1' 2' 3' 3/4" 3/4" = 1'-0" S0 SECTION 3 0 6" 1' 2' 3' 3/4" 3/4" = 1'-0" S0 SECTION 1 SHEET SCHEDULE SHEET NUMBER SHEET NAME S0 COVER SHEET S1-A BUILDING A FOUNDATION AND MAIN LEVEL FRAMING PLAN S2-A BUILDING A UPPER LEVEL FLOOR AND ROOF FRAMING PLAN S3-B BUILDING B FOUNDATION AND MAIN LEVEL FRAMING PLAN S4-B BUILDING B UPPER LEVEL FLOOR AND ROOF FRAMING PLAN S5. FOUNDATION SECTIONS S6 FRAMING SECTIONS 0 6" 1' 2' 3' 3/4" 3/4" = 1'-0" S0 SECTION 2 09/05/17

S0 · ASTM A36-04. Hollow structural section (HSS) rectangular shapes shall conform to ASTM A500-03a, Grade B, 46 ksi yield. Anchor rods shall conform to ASTM F1554-99, Grade 36 as

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STRUCTURAL GENERAL NOTES_____________________________________________________________________________________________

DESIGN LOADS: 2009 International Residential Code (IRC), except as noted

Roof Snow: 70 psf Wind: 90 mph, exp B, 3 second gust Live Loads: Floor 40 psf Deck Loads: 60 psf (Covered) Design Snow Load Dead Loads: Floor 15 psf_____________________________________________________________________________________________

FOUNDATION DESIGN: Foundations are designed without an engineer's soil investigation. The design criteria is assumed for purposes of foundation design._____________________________________________________________________________________________

DRILLED PIERS (CAST-IN-PLACE DEEP FOUNDATIONS): Straight shaft drilled piers are designed for maximum end bearing pressure 15,000 psf allowable side shear 1500 psf minimum dead load pressure 3,000 psf uplift side shear === psf. minimum penetration into bedrock 5 feet minimum total length 22 feet See plans for additional penetration and length requirements. See boring logs in the Soils Report for indicated variation in bedrock surface. Mushrooming at the tops of piers is not permitted. Provide for overrun or underrun in drilling lengths and installed quantities of concrete and reinforcing. Pier holes shall be thoroughly cleaned and dewatered and shall be inspected by the Geotechnical Engineer prior to concrete placement. Casing of drilled pier holes may be required._____________________________________________________________________________________________

EARTH RETAINING STRUCTURES: Earth Equivalent Fluid Lateral Pressure: Walls Restrained at Top (at rest) 60 pcf Cantilevered Walls (active) 45 pcf Passive Resisting 200 pcf Coefficient of Sliding Friction 0.2_____________________________________________________________________________________________

REINFORCED CONCRETE: Design is based on ACI 318-05 "Building Code Requirements for Structural Concrete" and ACI 332-04 Requirements for Residential Concrete Construction. Concrete work shall conform to ACI 301-05 Standard Specifications for Structural Concrete.

Structural concrete shall have the following properties: | | Max | | Slump, | Entrained | | | |f'c, psi| W/C | Maximum | inches |Air, percent|Cement|Admixtures,| Intended Use | 28 day | Ratio | Aggregate |(+/- 1")| (+/- 1.5%)| Type | Comments | Footings | 3,000 | 0.52 | 3/4" Stone | 5 | 2 | I/II | | Walls | 3,000 | 0.45 | 3/4" Stone | 4 | 3 | I/II | | Interior slabs | | | | | | | | on grade | 4,000 | 0.45 | 3/4" Stone | 4 | 3 | I/II | Fiber |

Detailing, fabrication, and placement of reinforcing steel shall be in accordance with ACI 315-05 Details and Detailing of Concrete Reinforcement. Reinforcing bars shall conform to ASTM A615-04a, Grade 60, except ties or bars shown to be field-bent, which shall be Grade 40. Bars to be welded shall conform to ASTM 706-04a. Unless noted otherwise on the Structural Drawings, lap bars 50 diameters (minimum). At corners and intersections, make horizontal bars continuous or provide matching corner bars for each layer of reinforcement. Trim openings in walls and slabs with 2-#5 for each layer of reinforcement, fully developed by extension or hook. Except as noted on the drawings, concrete protection for reinforcement in cast-in-place concrete shall be as follows: Cast against and permanently exposed to earth: 3 Exposed to earth or weather: #5 bar, W31 or D31 wire, and smaller 1-1/2 Not exposed to weather or in contact with ground: Slabs, walls, joists: #11 bars and smaller 3/4 Fiber admixture shall be 100% virgin polypropylene, fibrillated fibers, type 111 4.1.3, performance level one, per ASTM C1116-02._____________________________________________________________________________________________

STRUCTURAL STEEL: Structural steel shall be detailed, fabricated, and erected in accordance with the Specification for Structural Steel Buildings (AISC 360-05) and the Code of Standard Practice for Steel Buildings and Bridges (AISC 303-05) by the American Institute of Steel Construction (AISC). Structural steel wide flange beams shall conform to ASTM A992-04a, 50 ksi yield. Other rolled shapes, including plates, channels, WTs, and angles shall conform to ASTM A36-04. Hollow structural section (HSS) rectangular shapes shall conform to ASTM A500-03a, Grade B, 46 ksi yield. Anchor rods shall conform to ASTM F1554-99, Grade 36 as noted on the Structural Drawings with weldability supplement S1. Welding shall be done by a certified welder in accordance with the AISC documents listed above, the American Welding Society (AWS) D1.1: 2006 Structural Welding Code, and the recommendations for use of weld E70 electrodes. Where not specifically noted, minimum weld shall be 3/16 fillet by length of contact edge. All post-installed anchors shall have current International Code Council Evaluation Service (ICC-ES) reports and shall be installed in accordance with the manufacturer's requirements. Expansion anchors shall be approved wedge type unless specifically noted to be sleeve type as noted on the Structural Drawings. Chemical anchors shall be approved epoxy or similar adhesive type as appropriate for installation in solid and non-solid base materials. Glue wood nailer plates to steel beams and attach with either 1/2" diameter bolts at 32 o.c., staggered or 0.145 diameter powder actuated drive pins at 16 o.c., staggered._____________________________________________________________________________________________

STRUCTURAL WOOD & TIMBER: Design is based on ANSI/AF&PA NDS-2005 National Design Specification for Wood Construction with Supplement: Design Values for Wood Construction and ANSI/AF&PA SDPWS-2005 Special Design Provisions for Wind and Seismic. 2x framing shall be S4S Hem-Fir No. 2 and better unless noted otherwise. All lumber shall be 19% maximum moisture content, unless noted otherwise. Solid timber beams and posts shall be Douglas Fir-Larch No. 1. Studs shall be Hem-Fir Stud grade and better. Top and bottom plates shall be Hem-Fir No. 2 and better. Fasteners for use with treated wood shall comply with IRC Section R317.3 Wood in contact with concrete shall be pressure-treated Douglas Fir-Larch or Southern Yellow Pine. Preservative treated wood shall be treated in accordance with AWPA U1 and AEPA M4. Conventional light framing shall comply with IRC Sections R502, R602, and R802. Minimum nailing shall be provided as specified in IRC Table R602.3(1) Fastener Schedule for Structural Members. Metal framing anchors shown or required, shall be Simpson Strong-Tie or equal Code approved connectors and installed with the number and type of nails recommended by the manufacturer to develop the maximum rated capacity. Note that heavy-duty hangers and skewed hangers may not be stocked locally and require special order from the factory. Lead holes for lag screws shall be 40%-70% of the shank diameter at the threaded section and equal to the shank diameter at the unthreaded section per NDS section 11.1.3. Connector bolts and Lag Screws shall conform to ANSI/ASME B18.2.1 and ASTM SAE J429 Grade 1. Nails and Spikes shall conform to ASTM F1667. Wood Screws shall conform to ANSI/ASME B18.6.1._____________________________________________________________________________________________

WOOD FRAMING NOTES: Provide solid blocking between joists under jamb studs of openings. Columns must have a continuous load path to foundation. Unless noted otherwise, install two lengths of solid blocking x joist depth x 12 inches long in floor framing under column loads. All beams and trusses shall be braced against rotation at points of bearing. Unless noted otherwise, lower chord of gable end trusses shall be anchored to wall plate with framing anchors at 4'-0 spacing and laterally braced to roof framing at 8'-0 spacing. Provide continuous wall studs each side of openings equal to one-half or greater the number of studs interupted by opening unless noted otherwise. All wall studs shall be continuous from floor to floor or from floor to roof. Provide solid blocking or rim joists at all joist supports and joist ends. Sole plate at all perimeter walls and at designated shear walls shall be nailed with (3) 16d box nails (coated or deformed shank) at 16 . 12d nails are not acceptable. All roof rafters, joists, trusses, beams shall be anchored to supports with metal framing anchors._____________________________________________________________________________________________

WOOD SHEATHING: Plywood and oriented strand board (OSB) floor and roof sheathing shall be APA rated with stamp including APA trademark and panel span rating. Minimum Floor Sheathing: 23/32" APA Sturd-i-floor rated 24 inch o.c. tongue & groove, glued and nailed. Minimum Roof Sheathing: 19/32" OSB or CDX Plywood, APA 40/20, nailed. Minimum Wall Sheathing: 7/16" OSB or CDX Plywood, APA 24/16, blocked and nailed. Nail wall sheathing with minimum 8d common or 10d box at 6" at panel edges, and 12 at intermediate framing except as noted. Block and nail all edges between studs. Minimum (3) 8d nails per stud. Nail all plates using edge nail spacing indicted. Sheathe all exterior walls. Sheathe interior walls as designated on the drawings. Sheathing shall be continuous from bottom plate to top plate. Cut in "L" and "T" shapes around openings. Lap sheathing over rim joists a minimum 4 at all floors to tie upper and lower stud walls together. Minimum height of sheathing panels shall be 16 to ensure that plates are tied to studs._____________________________________________________________________________________________

_____________________________________________________________________________________________

PLANT FABRICATED / PRE-ENGINEERED WOOD FRAMING: I-series roof and floor joists shall be manufactured by iLevel Trus Joist with structural wood flanges and webs designed for structural capacities and design provisions according to ASTM D 5055. Substitution of equivalent series by other manufaturer is acceptable with engineer approval. I-series roof and floor joists shall be installed per the manufacturer's recommendations. Do not cut or notch chords in any manner. Holes in webs shall not exceed manufacturer's published limit criteria. Members noted as LVL (Laminated Veneer Lumber) on plan shall be 1-3/4 wide x depth indicated, plant-fabricated, and have the following minimum allowable design values:F /b = 2600 psiF /v = 285 psi F /c|| = 2460 psi F /c- = 750 psi E = 1900 ksi Members noted as PSL (Parallel Strand Lumber) on plan shall be plant-fabricated and have the following minimum allowable design values:F /b = 2900 psiF /v = 290 psi F /c|| = 2900 psi F /c- = 750 psi E = 2000 ksi Members noted as LSL (Laminated Strand Lumber) on plan shall be plant-fabricated and have the following minimum allowable design values:F /b = 1700 psiF /v = 400 psi F /c|| = 1400 psi F /c- = 680 psi E = 1300 ksi Bridging and blocking shall be installed according to the fabricator's requirements._____________________________________________________________________________________________

STRUCTURAL GLUED LAMINATED TIMBER: Materials, manufacture, and quality control shall be in conformance with ANSI/AITC A 190.1-02 "Structural Glued Laminated Timber" and AITC 117-2004 "Standard Specifications for Structural Glued Laminated Timber of Softwood Species, Design and Manufacturing Requirements." Simple span beams shall be Douglas Fir Combination Symbol 24F-V4 with <no camber.> <camber to 100 foot radius.> Continuous and cantilevered members shall be Douglas Fir Combination Symbol 24F-V8 with no camber. Columns shall be Combination #2 or better. All glued laminated timber shall have less than 16% moisture content, unless noted otherwise. Members shall be <Architectural><Industrial> Appearance Grade. Adhesives shall meet the requirements for wet conditions of service. Seal cut edges and ends exposed to weathering. The fabricator shall furnish all items of connection steel and hardware for joining timber members to each other and to their supports; exclusive of anchorage embedded in masonry, setting plates, and items field-welded to structural steel._____________________________________________________________________________________________

OPEN-WEB WOOD TRUSSES: Manufacture and installation of metal plated wood trusses shall comply with ANSI/TPI 1 "National Design Standard for Metal-Plate-Connected Wood Truss Construction," BCSI-2008 (Building Component Safety Information) "Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses," and DSB-89 "Recommended Design Specification for Temporary Bracing of Metal Plate Connected Wood Trusses." Pre-engineered, prefabricated trusses shall be designed by an engineer registered in the State of Colorado, and shall comply with code requirements. Trusses shall be designed to support the full dead loads and the superimposed design loads noted above or on the drawings. Stresses shall not exceed those listed in the National Design Specification for Wood Construction with 2005 Supplement (AF&PA NDS-2005). <No increases in stress are allowed for duration of load.> The fabricator shall determine truss web arrangements and member forces. Truss to truss connections specified shall be by truss supplier, unless specifically noted on the drawings. Unless otherwise indicated, trusses shall be designed for perpendicular to grain bearing on Hem Fir plates (405 psi). End grain bearing is not allowed unless accepted in writing by JVA. Design truss for bearing blocks or Truss Bearing Enhancers as required to compensate for overstresses. Specify size, species, and nailing for bearing blocks. Truss fabricator shall specify all floor and roof truss bracing and bridging. Calculations and shop drawings, including member sizes, lumber species and grades, and substantiating data for connector capacities, shall be submitted to the Architect for review prior to fabrication._____________________________________________________________________________________________

SHOP DRAWINGS: The Structural Drawings are copyrighted and shall not be copied for use as erection plans or shop details. Use of JVA's electronic files as the basis for shop drawings requires prior approval by JVA, a signed release of liability by the General Contractor and/or his subcontractors, and deletion of JVA's name and logo from all sheets so used. The General Contractor shall submit in writing any requests to modify the Structural Drawings or Project Specifications. All shop and erection drawings shall be checked and stamped (after having been checked) by the General Contractor prior to submission for Structural Engineer's review; shop drawing submittals not checked by the General Contractor prior to submission to the Structural Engineer will be returned without review. Furnish two (2) prints of shop and erection drawings to the Structural Engineer for review prior to fabrication for plant fabricated wood joists, pre-engineered wood trusses. Submit in a timely manner to permit 10 working days for review by the Structural Engineer. Shop drawings submitted for review do not constitute request for change in writing" unless specific suggested changes are clearly marked. In any event, changes made by means of the shop drawing submittal process become the responsibility of the one initiating the change._____________________________________________________________________________________________

FIELD VERIFICATION OF EXISTING CONDITIONS: The General Contractor shall thoroughly inspect and survey the existing structure to verify conditions that affect the work shown on the drawings. The General Contractor shall report any variations or discrepancies to the Architect and Structural Engineer before proceeding._____________________________________________________________________________________________

STRUCTURAL ERECTION AND BRACING REQUIREMENTS: The Structural Drawings illustrate and describe the completed structure with elements in their final positions, properly supported, connected, and/or braced. The Structural Drawings illustrate typical and representative details to assist the General Contractor. Details shown apply at all similar conditions unless otherwise indicated. Although due diligence has been applied to make the drawings as complete as possible, not every detail is illustrated and not every exceptional condition is addressed. All proprietary connections and elements shall be installed in accordance with the manufacturers' recommendations. All work shall be accomplished in a workmanlike manner and in accordance with the applicable codes and local ordinances. The General Contractor is responsible for coordination of all work, including layout and dimension verification, materials coordination, shop drawing review, and the work of subcontractors. Any discrepancies or omissions discovered in the course of the work shall be immediately reported to the Architect and Structural Engineer for resolution. Continuation of work without notification of discrepancies relieves the Architect and Structural Engineer from all consequences. Unless otherwise specifically indicated, the Structural Drawings do not describe methods of construction. The General Contractor, in the proper sequence, shall perform or supervise all work necessary to achieve the final completed structure, and to protect the structure, workmen, and others during construction. Such work shall include, but not be limited to temporary bracing, shoring for construction equipment, shoring for excavation, formwork, scaffolding, safety devices and programs of all kinds, support and bracing for cranes and other erection equipment. Temporary bracing shall remain in place until all floors, walls, roofs and any other supporting elements are in place. The Architect and Structural Engineer bear no responsibility for the above items, and observation visits to the site do not in any way include inspections of these items. These plans have been engineered for construction at one specific building site. Builder assumes ALL responsibility for use of these plans at ANY OTHER building site. Plans shall not be used for construction at any other building site without specific review by the engineer._____________________________________________________________________________________________

PRECAUTIONARY NOTES ON STRUCTURAL BEHAVIOR: Interior architectural finish detailing must accommodate the relative differential movements of supporting structural elements. Where the roof framing element spans are long, applied loading will naturally cause substantial deflection. Interior elements hung from the roof structure will deflect with the roof. The floor is a floating concrete slab-on-grade and may experience movements independent of the structural foundations. Interior elements supported on the slab-on-grade floor will move with the floor. Interior elements supported on foundations and columns will not experience similar or measurable movements. Exterior/perimeter wall assemblies hung from the edge of the building structure will be directly affected (to some degree) by changes in external temperature and floor deflection. Exterior/perimeter and interior architectural finish details should allow for relative movements between elements with different support conditions._____________________________________________________________________________________________

MACH Machine

Deformed Anchor BarDAB

(generic term)

(Trus-joist brand LVL)

LSL Laminated Strand

(Control Joint)

(Management)

WP Work Point

WWF Welded Wire Fabric

WT Weight

WA Wedge Anchor

VERT Vertical

VIF Verify in Field

UNO Unless Noted Otherwise

ULT Ultimate

TYP Typical

TRANS Transverse

TL Total Load

TPG Topping

TW Top of Wall

TJ Top of Joist

TD Top of Deck

TC Top of Concrete

TB Top of Beam

T&B Top and Bottom

T&G Tongue and Groove

THD Thread

THK Thick, -ness

SYM Symmetrical

SUPT Support

STRUCT Structure, -al

STIFF Stiffener

STL Steel

STD Standard

SY Square Yard

SF Square Feet

SQ Square

SPEC Specifications

SP Spaces

ST Snug Tight

SC Slip Critical

SOG Slab on Grade

SIM Similar

SLV Short Leg Vertical

SLH Short Leg Horizontal

SHT Sheet

SHTG Sheathing

SDST Self Drilling Self Tapping

SECT Section

SCH Schedule

RO Rough Opening

RMO Rough Masonry Opening

RM Room

RET Retaining

REQMT Requirement

REQ Required

REINF Reinforce, -ed, -ing

RE Reference (refer to)

RECT Rectangle

R Radius

QTY Quantity

PL Property Line

PS Prestressed

PC Precast

PSI

Pounds per Square FootPSF

Pounds per Square Inch

PLF Pounds per Linear Foot

PCF Pounds Per Cubic Foot

PT (1) Post Tensioned

PWD Plywood

PERP Perpendicular

PEN Penetration

PTN Partition

PSL Parallel Strand Lumber

PP Panel Point

PNL Panel

OF Outside Face

OD Outside Diameter

OH Opposite Hand

OPP Opposite

OPNG Opening

NTS Not to Scale

NIC Not In Contract

N-S North to South

NS Near Side

NF Near Face

MIN Minimum

ML Microllam

MEZZ Mezzanine

MTL Metal

MECH Mechanical

MAX Maximum

MATL Material

MO Masonry Opening

MASY Masonry

MFR Manufacture, -er, -ed

MB Machine bolt

LLV Long Leg Vertical

LLH Long Leg Horizontal

LD Load

LL Live Load

LT Light

Lumber (generic term)

K Kip (1,000 lbs.)

JB Joist Bearing

JST Joist

JT Joint

INT Interior (Intermediate)

IF Inside Face

ID Inside Diameter

HORIZ Horizontal

HT Height

HAS Headed Anchor Stud

GYP BD Gypsum Board

GND Ground

GR Grade

GL Glue laminated (Glulam)

GC General Contractor

GEN General

GALV Galvanized

GA Gage (Gauge)

FP Full Penetration

FDN Foundation

FTG Footing

FL Flush

FLR Floor

FLG Flange

FIG Figure

FS Footing Step, Far Side

FF Finished Floor, Far Face

F-F Face to Face

FO Face of

XS Extra Strong

EXT Exterior

EJ Expansion Joint

EXP Expansion

EXC Excavate

EST Estimate

EQUIV Equivalent

EQUIP Equipment

EQ Equal

ENGR Engineer

E-E End to End

EL Elevation

ELEC Electric (Electrical)

ECC Eccentric

E-W East to West

ES Each Side

EF Each Face

EA Each

DP Drilled Pier

DWG Drawing

DN Down

DWL Dowel

XXS Double Extra Strong

DIM Dimension

DIAG Diagonal

DEV Develop

DET Detail

DL Dead Load

CY Cubic Yard

CF Cubic Foot

XSECT Cross-section

CS Countersink

CB Counterbore

CONT Continue (Continuous)

CM Construction Manager

CJ Construction Joint

CONN Connection

CMU Concrete Masonry Unit

CONC Concrete

COM Common

COMB Combination

COL Column

CLR Clear

CG Center of Gravity

CTR Center

CLG Ceiling

CIP Cast in Place

BL Brick Ledge

BW Bottom of Wall

BC Bottom of Concrete

BOT Bottom

BLKG Blocking

BLK Block

BRG Bearing

BM Beam

AVG Average

ARCH Architect, -ural

APPROX Approximate

ANCH Anchor, Anchorage

AB Anchor Rod (Bolt)

AMT Amount

ALT Alternate

ATR All Thread Rod

ADDL Additional

AFF Above Finished Floor

AESS Architectural Exposed

Structural Steel

DT Double Tee

COORD Coordinate, -tion

Pressure TreatedPT (2)

OSB Oriented Strand Board

PAF Powder Actuated Fast'nr

OCJ OSHA Column Joist

GT Girder Truss

LOC Location

ADJ Adjustable

Laminated Veneer

Lumber (generic term)

LVL

HP High Point

LGS Light Gage Steel

HDG Hot Dipped Galvanized

LP Low Point

ABBREVIATIONS KEY

(2) PLY (3 1/2") (3) PLY (5 1/4")

(3) ROWSOF 12d GUNNAILS @ 12"

TYPICAL MULTI-MEMBER CONNECTIONSFOR BUILT-UP BEAMS

4-PLY (7")

(2) ROWS OF 6" SDSSCREWS @ 6" EASIDE, STAGGERSCREWS ON OPPSIDES

(4) 3" SDS SCREWSEACH SIDE OFSUPPORTED MEMBER

LVLSUPPORTMEMBER

NAILS ORSCREWS, SEEBELOW

CARRIEDBEAM

(3) ROWSOF 12d GUNNAILS @ 12"EACH SIDE

2"2"

2"2"

2"2"

8"

2"2"

Location of bend in bent beam

Top of footing or pier elevation

Top of concrete wall elevation

Joist

Concrete

Earth

Slope

Wood joist or beam supported

Wood joist continuous overintermediate support

Wood joist bearingon top of support

Header

Top of sub-floor or slab elevation

Wood bearing wall

FRAMING SYMBOLS

FOUNDATION SYMBOLS

GENERAL SYMBOLS

Holdown

Step in elevation

Beam

Column or other element below

by metal hanger

Floor drain

XX

SYMBOLS KEY

( XX'-XX" )

ELEV

XX

FD

XX'-XX"

Step T/O Wall [XX'-XX'] Top of Beam Elevation

10"

ST

AN

DA

RD

HO

OK

TYPICAL CONCRETE WALL INTERSECTIONS

SINGLE CURTAIN

DOUBLE CURTAIN

STD HOOK

STD HOOK

STD HOOK

STD HOOKSEE SECTIONS FORREINFORCEMENT

SEE SECTIONS FORREINFORCEMENT

CORNER BAR

CORNER BAR

LAP

"L"

LAP

"L"

LAP

50db

LAP

50db

#4 24"

#5 30"

#6 36"

BAR "L"

SHEET No.

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CONSTRUCTION

BLD

G A

& B

LD

G B

BA

SE

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MP

CIR

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, C

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0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S0

SECTION3

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S0

SECTION1

SHEET SCHEDULE

SHEET

NUMBER SHEET NAME

S0 COVER SHEET

S1-A BUILDING A FOUNDATION AND MAIN LEVEL FRAMINGPLAN

S2-A BUILDING A UPPER LEVEL FLOOR AND ROOF FRAMINGPLAN

S3-B BUILDING B FOUNDATION AND MAIN LEVEL FRAMINGPLAN

S4-B BUILDING B UPPER LEVEL FLOOR AND ROOF FRAMINGPLAN

S5. FOUNDATION SECTIONS

S6 FRAMING SECTIONS

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S0

SECTION2

09/05/17

AA AA

BA

CA

EA

FA

GA GA

1A

1A

2A

2.5A

3A

3.8A

4A

4.3A

5A

5A

1'-10" 10'-6" 26'-6" 6'-0" 4'-6"

47'-6"

47'-2

1/2

"

4'-6" 10'-6" 26'-6" 6'-0"

47'-6"

10'-6

1/2

"13

'-2 1

/2"

12'-1

1"10

'-6 1

/2"

47'-2

1/2

"8" TYP

8" T

YP

26'-6"

98'-7 1/2"

1S5.

________

1S5.

________

1S5.

________

1S5.

________

8" T

YP

8S5.

________

8S5.

________

7S5.

________

7S5.

________

4S5.

________

4S5.

________

9S5.

________

9S5.

________

2S5.

________6

S5.________

3S5.

________

5S5.

________

5S5.

________

________S5.10

8" T

YP

A

1'-10" 3"

3" 9"

5'-0

"6'

-0 3

/4".

6'-4

"6'

-4 1

/4"

6'-0

1/4

"6'

-4"

6'-1

1/4

".5'

-0"

3 1/

4"8

3/4" 101'-0"

101'-0"

3 1/

4"8

3/4"

3" 9"

101'-0"

3'-2 1/2" 1'-7"

5 1/

4"10

3/4

"

3'-2 1/2" 1'-7"

5 1/

4"10

3/4

"

1'-9

1/4

"9'

-4 1

/2"

1'-9

1/4

"1'

-11

7/8"

9'-4

1/2

"1'

-10

1/8"

101'-0"

26'-6"

6 1/

4"

9S5.

________

9S5.

________

1'-10" 3" 10'-3" 4" 8'-7 3/8" 8'-7 3/8" 8'-7 3/8" 4" 4'-0" 1'-8" 4" 4'-2" 4"

2 3/

4"4'

-9 1

/4"

4"

5'-8

7/8

"

4"

5'-8

"

4"

6'-4

1/4

"

4"

5'-8

1/4

"

4"

5'-8

"

4"

5'-9

3/8

"

4"

4'-9

1/4

"2

3/4"

4"

12'-4

1/2

"4"

7'-6 3/4" 6'-10 3/4"4"

4"

4"

2 3/

4"

4"2

3/8"

4"4"

4" 7'-2 3/4" 6'-10 3/4"

4"12

'-4 1

/2"

9'-3 1/2" 9'-3 1/2" 2'-7 1/2" 8" 6'-0" 9'-3 1/2"

4" 8'-7 3/8" 8'-7 3/8" 8'-7 3/8"

4"

4'-0" 2'-0"

1'-10"

4"

2'-4" 1'-10" 4"

P12

P12P12

P14

P12P12

P12

P14

P12

P12

P12

P12

P14

P14

P14

P12

P12

P12

P12

P12

P12

P12

P12 P12

P12P14 P12P12

P14

P14

1S5.

________

1S5.

________

8S5.

________

1S5.

________

1S5.

________

1S5.

________

8S5.

________

1S5.

________

SIM

SIM

SIM

SIM

SIM

SIM

99'-9 3/4"

100'-0"

100'-0"

100'-0"

99'-9 3/4"

99'-9 3/4"

99'-9 3/4"

100'-0"

99'-9 3/4"

100'-0"

99'-9 3/4"

99'-9 3/4"

99'-9 3/4"

99'-9 3/4"

100'-0"

100'-0"

99'-9 3/4"

99'-9 3/4"

99'-9 3/4"

99'-9 3/4"

98'-7 1/2"

1'-4

"

P14

4"

7"

7"

7"

7"

P12

8" T

YP

8" TYP

8" TYP

8" T

YP

8" TYP

8" TYP

8" TYP

8" T

YP

1'-2

1/2

"

99'-6"

98'-7 1/2"

99'-6"

98'-7 1/2"

99'-9 3/4"

99'-9 3/4"

XX'-XX"

7S5.

________

7S5.

________

7S5.

________

7S5.

________

100'-0"

99'-9 3/4"99'-9 3/4"

99'-9 3/4"

P12

P12

FOR TOP OF PIERELEVATION, SEE PLAN

4 LEAF CLOVER

CENTER CAGES WITH #3 x 4SIDES, WIRED TO VERTICALBARS, TOP AND BOTTOM.

TYPICAL DOWELS:UNLESS NOTED OTHERWISE(4) #5x6'-6 PROJECTING MINIMUM50 BAR DIAMETERS ABOVE &BELOW TOP OF PIER

4 LEAF CLOVERAT BOTTOM

CL PIER

22'-0

MIN

IMU

M P

IER

LE

NG

TH

BE

LOW

GR

AD

E

1'-0 LA

P

3" CLR

1'-0

"

3 1/2"

10

DRILLED PIER SCHEDULE

MINIMUM BEDROCK EMBEDMENTMARK DIAMETERVERTICAL

REINFORCING

CENTER PIERS UNDER FOUNDATION WALLS, PILASTERS, WALL CORNERS, AND BUILDING CORNERS.

12"P12 (2) #5 6'

14"P14 (3) #5 10'

ARTIFICIALLY ROUGHENBOTTOM 5' OF PIER

TYPICAL GARAGE SLAB CONSTRUCTION:8" UNIFORM THICKNESS NORMAL WEIGHTCONCRETE SLAB REINFORCED 6x6-W2.9x2.9 WWF1" FROM TOP & #5 @ 12" EACH WAY ON 3" CHAIRSON LOOSELY COMPACTED FILL.

TYPICAL ENTRY SLAB CONSTRUCTION:6" UNIFORM THICKNESS NORMAL WEIGHTCONCRETE SLAB REINFORCED w/ #5 @ 12" EACHWAY ON 3" CHAIRS ON LOOSELY COMPACTED FILL.

AA AA

BA

CA

DA DA

EA

FA

GA GA

1A

1A

2A

2.5A

3A

3.8A

4A

4.3A

5A

5A

D.1A D.1A

14" TJI 210 @ 16"

14" TJI 210 @ 16"

(2) 14" LVL

(2) 1

4" L

VL

(2) 14" LVL

(2) 1

4" L

VL

HHUS410

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

7S5.

________

7S5.

________

4S5.

________

4S5.

________

2S5.

________ 6S5.

________ 3S5.

________

5S5.

________

5S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

9S5.

________

9S5.

________

9S5.

________

9S5.

________

HHUS410

HU410 w/ (18) 1/4"x13/4" TITEN, TYP

IUS2.06/14, TYP

HU410 w/ (18) 1/4"x1 3/4"TITEN, TYP

IUS2.06/14, TYP

ITS2.06/14, TYP

ITS2.06/14, TYP

IUS2.06/14, TYP

ITS2.06/14, TYP

ITS2.06/14, TYP

ITS2.06/14, TYP

ITS2.06/14, TYP

STRUCTURAL SLAB - SEE FND PLAN

STRUCTURAL SLAB - SEE FND PLAN

STRUCTURAL SLABSEE FND PLAN

STRUCTURAL SLABSEE FND PLAN

ST

RU

CT

UR

AL

SLA

BS

EE

FN

D P

LAN

ST

RU

CT

UR

AL

SLA

BS

EE

FN

D P

LAN

NORTHTYPICAL FLOOR SHEATHING:3/4" NOMINAL STURD-I-FLOOR, APA RATED 24" OC TONGUE &GROOVE SHEATHING GLUED AND NAILED WITH 8d GUN NAILS@ 6" ALONG PANEL EDGES AND @ 12" ALONG INTERMEDIATEFRAMING MEMBERS. LAY PANELS PERPENDICULAR TOFRAMING MEMBERS AND STAGGER PANEL JOINTS

SHEET No.

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1' 2' 4'0 8'

1/4"

1/4" = 1'-0"

FOUNDATION PLAN - BUILDING A

• TOP OF DRILLED PIER ELEVATION = 96'-2" UNLESS OTHERWISE NOTED: (ELEV)• TOP OF CONCRETE GRADE BEAM ELEVATION NOTED:

08/15/17

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S1-A

SECTION1

1' 2' 4'0 8'

1/4"

1/4" = 1'-0"

MAIN LEVEL FRAMING PLAN - BUILDING A

TRUSS SUPPLIER NOTE:DESIGN ALL ROOF TRUSSES TO CLEAR SPAN TO BEARINGWALLS/BEAMS INDICATED ON PLAN. DESIGN LOADS AREAS FOLLOWS:

DEAD LOAD BOTTOM CHORD = 10 PSFDEAD LOAD TOP CHORD =10 PSFSNOW LOAD TOP CHORD = SEE GENERAL NOTES

LIMIT DEFLECTION TO:SPAN/360 FOR LIVE LOADSPAN/240 FOR TOTAL LOAD

ALL TRUSS TO TRUSS CONNECTIONS TO BE DESIGNEDAND SUPPLIED BY TRUSS MANUFACTURER. TRUSSFABRICATOR SHALL SUBMIT SHOP DRAWINGS ANDCALCULATIONS STAMPED BY A COLORADO REGISTEREDENGINEER TO THE ARCHITECT FOR REVIEW BEFOREFABRICATION.

TRUSSES SHALL BE DESIGNED FOR PERPENDICULER TOGRAIN BEARING ON HEM FIR PLATES (405 PSI). END GRAINBEARING IS NOT ALLOWED UNLESS ACCEPTED IN WRITINGBY JVA. DESIGN TRUSSES FOR BEARING BLOCK ORTRUSS BEARING ENHANCERS AS REQUIRED TOACCOMODATE 3 3/4" BEARING BLOCKS. SPECIFY SIZE,SPECIES AND NAILING FOR BEARING LENGTH.

TYPICAL ROOF SHEATHING:5/8" NOMINAL APA 40/20 RATED SHEATHING FASTENEDWITH 8d GUN NAILS @ 6" ALONG PANEL EDGES AND @ 8"ALONG INTERMEDIATE FRAMING MEMBERS. LAY PANELSPERPENDICULAR TO FRAMING MEMBERS AND STAGGERPANEL JOINTS

INDICATES ROOF OVERFRAMING ONTO PRIMARY ROOFSHEATHING. CONTRACTOR OPTIONS ARE AS FOLLOWS:

1. 2x10 @ 24" W/ 2x4 POST AT EACH INTERSECTING TRUSS.2. TRUSS PROFILE TO MATCH ROOF.3. PE TRUSS OVERFRAMING @ 24".

TYPICAL EXTERIOR WALL FRAMING:2x6 HEM-FIR No. 2 OR BETTER STUDS @ 16" SHEATHEDWITH 7/16" CDX PLYWOOD OR OSB, APA 24/16 EXTERIORFACE; NAIL WALL SHEATHING WITH 8d GUN NAILS(0.113"Ø x 2 3/8") @ 6" AT PANEL EDGES AND @ 12" INFIELD OF PANEL; BLOCK AND NAIL ALL EDGESBETWEEN STUDS. TYPICAL HEADER TO BE (3) 2x10 HFNo. 2

1T

1K1T

1K

GABLE END TRUSS W/ DROPPEDTOP CHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP

BEAR PE TURSSES ON DOUBLETOP PLATE & CONNECT W/ H2.5.PROVIDE SOLID BLOCKINGBETWEEN TRUSSES, TYP

AA AA

BA

CA

DA DA

EA

FA

GA GA

1A

1A 2.5A

3A 3.5A

3.6A

3.6A

4.3A

4.6A

4.6A

5A

5A

LOW ROOF,

LOW ROOF,

2T

2K

2T

2K

1T

2K

1T

2K

1T

2K

1T

2K

1T

2K

1T

2K

1T

1K

1T

1K

1T

1K

1T

1K

2T

2K

2T

2K

1T

2K

1T

2K

1T

2K

PE TRUSSES @ 24"

PE TRUSSES @ 24"

PE

TR

US

SE

S @

24"

5 1/2" x 9 1/2" X-BEAM5 1/2" x 9 1/2" X-BEAM

5 1/2" x 9 1/2" X-BEAM

5 1/

2" x

9 1

/2"

X-B

EA

M

5 1/

2" x

7 1

/2"

X-B

EA

M

5 1/2" x 7 1/2" X-BEAM

3 1/2" x 7 1/2" X-BEAM

3 1/

2" x

7 1

/2"

X-B

EA

M

5 1/

2" x

9 1

/2"

X-B

EA

M

5 1/

2" x

9 1

/2"

X-B

EA

M

5 1/

2" x

9 1

/2"

X-B

EA

M

1T

1K

1T

1K

(3) 2x8

1T

1K

1T

1K

(3) 2x8

5 1/2" x 5 1/2" X-BEAM

14S6

________13S6

________

RAKE END TRUSS W/ DROPPEDTOP CHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP

BEAR PE TURSSES ON DOUBLETOP PLATE & CONNECT W/ H2.5.PROVIDE SOLID BLOCKINGBETWEEN TRUSSES, TYP

D.1A D.1A

4:12

4:12

4:12

4:12

4:12

4:12

1T

2K

5 1/

2" x

9 1

/2"

X-B

EA

M

1T

2K

4:124:12

16S6

________

16S6

________

15S6

________

8S6

________

16S6

________

15S6

________

16S6

________

15S6

________

GABLE END TRUSS W/ DROPPEDTOP CHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP

16S6

________

15S6

________

15S6

________

RAKE END TRUSS W/ DROPPEDTOP CHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP

RAKE END TRUSS W/ DROPPED TOPCHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP

SEE SHEET S2-A

SEE SHEET S2-A

HUCQ410-SDS

RAKE END GIRDER TRUSS W/DROPPED TOP CHORD FOR 2x6 @24" OUTLOOKERS W/ (3) 0.131" ØEND NAILS INTO FIRST TRUSS, TYP

16S6

________

1T

2K

1K1K

AA AA

BA

CA

DA DA

EA

FA

GA GA

1A

1A

2A

2.5A

3A 3.5A

3.8A

4A

4.3A

4.6A

4.6A

5A

5A

2K

2K

1K1K

2K

2K

2K

2K

1K

1K

1K

1K

1K

1K

1K

1K

1K

2K 12S6

________

1T

1K

1T

1K

2T

1K

2T

1K

5 1/2" x 14" X-BEAM

5 1/

2" x

14"

X-B

EA

M

14" TJI 210 @ 16"

14" TJI 210 @ 16"

STAIR BY CONTRACTOR

STAIR BY CONTRACTOR

3 1/2" x 14" X-BEAM

3 1/2" x 14" X-BEAM

3 1/

2" x

14"

X-B

EA

M

3 1/

2" x

14"

X-B

EA

M

3 1/

2" x

14"

X-B

EA

M

(4) 2x6

HUCQ610-SDS

IUS2.06/14, TYP

(4) 2x6

5 1/2" x 9 1/2" X-BEAM

5 1/2" x 9 1/2" X-BEAM

5 1/2" x 9 1/2" X-BEAM

5 1/2" x 9 1/2" X-BEAM

5 1/

2" x

9 1

/2"

X-B

EA

M5

1/2"

x 9

1/2

" X

-BE

AM

3 1/

2" x

14"

X-B

EA

M

3 1/2" x 14" X-BEAM

3 1/

2" x

14"

X-B

EA

M

T/O SUB-FLOOR

110'-3 7/8"

T/O SUB-FLOOR

110'-3 7/8"

5 1/2" x 5 1/2" X-BEAM

5 1/2" x 5 1/2" X-BEAM

(3) 2x6

3 1/

2" x

14"

X-B

EA

M

5 1/2" x 14" X-BEAM

5 1/2" x 14" X-BEAM

(4) 2x6

5 1/

2" x

14"

X-B

EA

M

5 1/

2" x

14"

X-B

EA

M

(4) 2x6(4) 2x6

5 1/2" x 14" X-BEAM

5 1/

2" x

14"

X-B

EA

M

5 1/2" x 14" X-BEAM

(2) 2x6

(2) 2x6

(2) 2x6

(2) 2x6

5 1/

2" x

14"

X-B

EA

M

IUS2.06/14, TYP

6x8

(4) 2x6

PE TRUSSES @ 24"

HGUS5.50/14 W/ 16d SINKERS

HSS3X3X1/4

5 1/

2" x

18"

X-B

EA

M

HUCQ610-SDS

LUS28, TYP

HUCQ610-SDS

3:12

2x12

@ 1

6"

7S6

________

5S6

________6S6

________

3S6

________

D.1A D.1A

1S6

________

2S6

________

2S6

________

1S6

________

10S6

________

10S6

________

3:12

2x6 @ 16"

3S6

________

(4) 2x6

5 1/

2" x

14"

X-B

EA

M

HUCQ610-SDS

4S6

________

HUCQ410-SDS

HUCQ410-SDS

(4) 2x6

9 1/2" TJI 210 @ 16"14" TJI 210 @ 16"

9 1/2" TJI 210 @ 16"

2x6 16"

6x8

2x8 LEDGER w/ (4)0.131"Ø NAILS INTOEACH STUD

3:12

LSSU26, TYP

LSU26, TYP

9S6

________

4S6

________

SIM

8S6

________

4S6

________

4S6

________

BEAR PE TURSSES ON DOUBLETOP PLATE & CONNECT W/ H2.5.PROVIDE SOLID BLOCKINGBETWEEN TRUSSES, TYP

HUCQ610-SDS

2x8 LEDGER w/ (4)0.131"Ø NAILS INTO EACHSTUD

HUCQ610-SDS

SIM

HUCQ410-SDS

W6X15

W6X15

W6X15

W6X15

W6X15

BEAM TO COL CONN,SIM TO17/S6

BEAM TO COL CONN,SIM TO 17/S6

17S6

________

17S6

________

18S6

________

18S6

________

(4) 2x6

NORTH

TYPICAL FLOOR SHEATHING:3/4" NOMINAL STURD-I-FLOOR, APA RATED 24" OC TONGUE &GROOVE SHEATHING GLUED AND NAILED WITH 8d GUN NAILS@ 6" ALONG PANEL EDGES AND @ 12" ALONG INTERMEDIATEFRAMING MEMBERS. LAY PANELS PERPENDICULAR TOFRAMING MEMBERS AND STAGGER PANEL JOINTS

SHEET No.

Date

Checked by

Designed by

Job #

Issue

No.

DA

TE

DE

S'D

RE

VIS

ION

DE

SC

RIP

TIO

N

S2-A

BA

SE

CA

MP

TO

WN

HO

ME

S

07/17/17

CMK

CLB

18365

CONSTRUCTION

BLD

G A

& B

LD

G B

BA

SE

CA

MP

CIR

CLE

GR

AN

BY

, C

O

1' 2' 4'0 8'

1/4"

1/4" = 1'-0"

ROOF FRAMING PLAN - BUILDING A

08/15/17

1' 2' 4'0 8'

1/4"

1/4" = 1'-0"

UPPER LEVEL FRAMING PLAN - BUILDING A

1B

1B

2B

2.5B

3B

3.8B

4B

4.3B

5B

5B

ABAB

BB

CBCB

EB

FB

GBGB

47'-6"

4'-6" 10'-6" 26'-6" 6'-0"

47'-2

1/2

"

5'-0

"37

'-2 1

/2"

5'-0

"

47'-2

1/2

"

10'-6

1/2

"26

'-1 1

/2"

10'-6

1/2

"

47'-6"

10'-6" 26'-6" 6'-0" 4'-6"

A

A

________S5.10

________S5.10

1'-7"

3 1/

4"8

3/4"

3" 9"

3" 9"

3 1/

4"8

3/4"

5 1/

4"10

3/4

"

1'-7"

5 1/

4"10

3/4

"

P14P12

P12

P12

P14P12

P12

P12P14 P12 P12 P14

P12

P12

P12

P12

P12

P14 P12

P12

P14

P12

P12P12

P12

P14

P12

P12P12

4"2 3/

4"4'

-9 1

/4"

4"

5'-9

3/8

"

4"

5'-8

"

4"

6'-0

1/4

"

1 3/

4"

6'-2

1/2

"

4"

5'-8

"

4"

5'-8

7/8

"

4"

4'-9

1/4

"2

3/4"

4" 2 3/

4"

4"

2 3/

4"10

'-3 3

/4"

4"12

'-8 3

/4"

1 3/

4"4"

12'-3

"

4"

1'-10" 3" 10'-3" 4" 8'-7 3/8" 8'-7 3/8" 8'-7 3/8" 4" 4'-0" 1'-8"

4"

4'-2" 4"

9'-3 1/2" 9'-3 1/2"

2'-7 1/2"

6'-8" 9'-3 1/2"

12'-4

1/2

"4"

4" 7'-2 3/4" 6'-10 3/4"

4" 7'-2 3/4" 6'-10 3/4"

12'-4

1/2

"4"

3" 10'-3"

4"

8'-7 3/8" 8'-7 3/8" 8'-7 3/8" 4" 4'-0" 2'-0"

1'-10"

4"

2'-4" 1'-10" 4"

P14

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

4S5.

________

4S5.

________

2S5.

________ 3S5.

________

5S5.

________

5S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

SIM

SIM

SIM

SIM

SIM

SIM

SIM SIM

SIM

STEP T/OWALL

STEP T/OWALL 6

S5.________

100'-0"

99'-9 3/4"

100'-0"

99'-9 3/4"

99'-1 1/2"

99'-1 1/2"

99'-9 3/4"

99'-9 3/4"

99'-9 3/4"100'-0"

100'-0"

99'-9 3/4"

99'-9 3/4"99'-9 3/4"

100'-0"

99'-9 3/4"99'-9 3/4"

100'-0"

99'-9 3/4"

99'-9 3/4"

99'-9 3/4"

99'-9 3/4"

7S5.

________

7S5.

________

8" T

YP

8" T

YP

8" TYP

8" TYP

8" T

YP

8" T

YP

8" TYP

8" TYP

8" TYP

P1299'-9 3/4"

100'-0"

P14

P12

99'-9 3/4"

P12

P12

NORTH

FOR TOP OF PIERELEVATION, SEE PLAN

4 LEAF CLOVER

CENTER CAGES WITH #3 x 4SIDES, WIRED TO VERTICALBARS, TOP AND BOTTOM.

TYPICAL DOWELS:UNLESS NOTED OTHERWISE(4) #5x6'-6 PROJECTING MINIMUM50 BAR DIAMETERS ABOVE &BELOW TOP OF PIER

4 LEAF CLOVERAT BOTTOM

CL PIER

22'-0

MIN

IMU

M P

IER

LE

NG

TH

BE

LOW

GR

AD

E

1'-0 LA

P

3" CLR

1'-0

"

3 1/2"

10

DRILLED PIER SCHEDULE

MINIMUM BEDROCK EMBEDMENTMARK DIAMETERVERTICAL

REINFORCING

CENTER PIERS UNDER FOUNDATION WALLS, PILASTERS, WALL CORNERS, AND BUILDING CORNERS.

12"P12 (2) #5 6'

14"P14 (3) #5 10'

ARTIFICIALLY ROUGHENBOTTOM 5' OF PIER

TYPICAL GARAGE SLAB CONSTRUCTION:8" UNIFORM THICKNESS NORMAL WEIGHTCONCRETE SLAB REINFORCED 6x6-W2.9x2.9 WWF1" FROM TOP & #5 @ 12" EACH WAY ON 3" CHAIRSON LOOSELY COMPACTED FILL.

TYPICAL ENTRY SLAB CONSTRUCTION:6" UNIFORM THICKNESS NORMAL WEIGHTCONCRETE SLAB REINFORCED w/ #5 @ 12" EACHWAY ON 3" CHAIRS ON LOOSELY COMPACTED FILL.

1B

1B

2B

2.5B

3B

3.8B

4B

4.3B

4.6B

4.6B

5B

5B

ABAB

BB

CBCB

DBDB

D.1BD.1B

EB

FB

GBGB

14" TJI 210 @ 16"

14" TJI 210 @ 16"

HHUS410HU410 w/ (18) 1/4"x13/4" TITEN, TYP

IUS2.06/14, TYP

IUS2.06/14, TYP

ITS2.06/14, TYP

ITS2.06/14, TYP

ITS2.06/14, TYP

ITS2.06/14, TYP

ITS2.06/14, TYP

ITS2.06/14, TYP

(2) 14" LVL

(2) 1

4" L

VL

(2) 14" LVL

(2) 1

4" L

VL

HHUS410

IUS2.06/14, TYP

HU410 w/ (18) 1/4"x13/4" TITEN, TYP

STRUCTURAL SLAB - SEE FND PLAN

STRUCTURAL SLAB - SEE FND PLAN

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

4S5.

________

4S5.

________

2S5.

________ 3S5.

________

5S5.

________

5S5.

________

1S5.

________1

S5.________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

1S5.

________

6S5.

________

7S5.

________

7S5.

________

ST

RU

CT

UR

AL

SLA

BS

EE

FN

D P

LAN

ST

RU

CT

UR

AL

SLA

BS

EE

FN

D P

LAN

STRUCTURAL SLABSEE FND PLAN

STRUCTURAL SLABSEE FND PLAN

NORTH

TYPICAL FLOOR SHEATHING:3/4" NOMINAL STURD-I-FLOOR, APA RATED 24" OC TONGUE &GROOVE SHEATHING GLUED AND NAILED WITH 8d GUN NAILS@ 6" ALONG PANEL EDGES AND @ 12" ALONG INTERMEDIATEFRAMING MEMBERS. LAY PANELS PERPENDICULAR TOFRAMING MEMBERS AND STAGGER PANEL JOINTS

SHEET No.

Date

Checked by

Designed by

Job #

Issue

No.

DA

TE

DE

S'D

RE

VIS

ION

DE

SC

RIP

TIO

N

S3-B

BA

SE

CA

MP

TO

WN

HO

ME

S

07/17/17

CMK

ETV

18365

CONSTRUCTION

BLD

G A

& B

LD

G B

BA

SE

CA

MP

CIR

CLE

GR

AN

BY

, C

O

1' 2' 4'0 8'

1/4"

1/4" = 1'-0"

FOUNDATION PLAN - BUILDING B

• TOP OF DRILLED PIER ELEVATION = 96'-2" UNLESS OTHERWISE NOTED: (ELEV)• TOP OF CONCRETE GRADE BEAM ELEVATION NOTED: ELEV

08/15/17

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S3-B

SECTION1

1' 2' 4'0 8'

1/4"

1/4" = 1'-0"

MAIN LEVEL FRAMING PLAN - BUILDING B

TRUSS SUPPLIER NOTE:DESIGN ALL ROOF TRUSSES TO CLEAR SPAN TO BEARINGWALLS/BEAMS INDICATED ON PLAN. DESIGN LOADS AREAS FOLLOWS:

DEAD LOAD BOTTOM CHORD = 10 PSFDEAD LOAD TOP CHORD =10 PSFSNOW LOAD TOP CHORD = SEE GENERAL NOTES

LIMIT DEFLECTION TO:SPAN/360 FOR LIVE LOADSPAN/240 FOR TOTAL LOAD

ALL TRUSS TO TRUSS CONNECTIONS TO BE DESIGNEDAND SUPPLIED BY TRUSS MANUFACTURER. TRUSSFABRICATOR SHALL SUBMIT SHOP DRAWINGS ANDCALCULATIONS STAMPED BY A COLORADO REGISTEREDENGINEER TO THE ARCHITECT FOR REVIEW BEFOREFABRICATION.

TRUSSES SHALL BE DESIGNED FOR PERPENDICULER TOGRAIN BEARING ON HEM FIR PLATES (405 PSI). END GRAINBEARING IS NOT ALLOWED UNLESS ACCEPTED IN WRITINGBY JVA. DESIGN TRUSSES FOR BEARING BLOCK ORTRUSS BEARING ENHANCERS AS REQUIRED TOACCOMODATE 3 3/4" BEARING BLOCKS. SPECIFY SIZE,SPECIES AND NAILING FOR BEARING LENGTH.

TYPICAL ROOF SHEATHING:5/8" NOMINAL APA 40/20 RATED SHEATHING FASTENEDWITH 8d GUN NAILS @ 6" ALONG PANEL EDGES AND @ 8"ALONG INTERMEDIATE FRAMING MEMBERS. LAY PANELSPERPENDICULAR TO FRAMING MEMBERS AND STAGGERPANEL JOINTS

INDICATES ROOF OVERFRAMING ONTO PRIMARY ROOFSHEATHING. CONTRACTOR OPTIONS ARE AS FOLLOWS:

1. 2x10 @ 24" W/ 2x4 POST AT EACH INTERSECTING TRUSS.2. TRUSS PROFILE TO MATCH ROOF.3. PE TRUSS OVERFRAMING @ 24".

GABLE END TRUSS W/ DROPPEDTOP CHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP

BEAR PE TURSSES ON DOUBLETOP PLATE & CONNECT W/ H2.5.PROVIDE SOLID BLOCKINGBETWEEN TRUSSES, TYP

LOW ROOF

LOW ROOF,

1T

1K

1T

1K

1T

1K

1T

1K

PE TRUSSES @ 24"

PE TRUSSES @ 24"

PE TRUSSES @ 24"

BEAR PE TURSSES ON DOUBLETOP PLATE & CONNECT W/ H2.5.PROVIDE SOLID BLOCKINGBETWEEN TRUSSES, TYP

4:12

4:12

4:12

2T

2K

2T

2K

5 1/2" x 9 1/2" X-BEAM

2T

2K

2T

2K

5 1/

2" x

9 1

/2"

X-B

EA

M

2T

2K

2T

2K

5 1/2" x 9 1/2" X-BEAM

2T

2K

2T

2K

5 1/

2" x

9 1

/2"

X-B

EA

M

4:12

4:12

4:12

3:12

4:12

4:12

4:12

4:12

4:12

PE

TR

US

SE

S @

24"

1T

2K

1T

2K

1T

2K

1T

2K

1T

1K

1T

1K

1T

1K

1T

1K

2T

2K

2T

2K

1T

2K

1T

2K

5 1/

2" x

9 1

/2"

X-B

EA

M

5 1/

2" x

9 1

/2"

X-B

EA

M

(3) 2x8(3) 2x8

3 1/

2" x

7 1

/2"

X-B

EA

M

3 1/2" x 7 1/2" X-BEAM

5 1/

2" x

7 1

/2"

X-B

EA

M

5 1/2" x 7 1/2" X-BEAM

(3) PLY PE GIRDER TRUSS

(3) 2x6 (3) 2x6

SEE SHEET S4-B

SEE SHEET S4-B

RAKE END TRUSS W/ DROPPEDTOP CHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP

RAKE END TRUSS W/ DROPPEDTOP CHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP

GABLE END TRUSS W/ DROPPEDTOP CHORD FOR 2x6 @ 24"OUTLOOKERS W/ (3) 0.131" Ø ENDNAILS INTO FIRST TRUSS, TYP

BEAR PE TURSSES ON DOUBLETOP PLATE & CONNECT W/ H2.5.PROVIDE SOLID BLOCKINGBETWEEN TRUSSES, TYP

1B

1B 2.5B

3B 3.4B

3.4B

3.5B

3.5B

3.6B

3.6B 3.8B

4B

4.3B

4.6B

4.6B

5B

5B

ABAB

BB

CBCB

DBDB

D.1BD.1B

EB

FB

GBGB

4:124:12

LOW ROOF SEE SHEET S4-B

15S6

________

16S6

________

15S6

________

15S6

________

16S6

________

16S6

________

15S6

________

TY

P

TYP

F/O GIRDER TRUSS =OUTSIDE F/O STUD

6S4-B

________

TYPICAL EXTERIOR WALL FRAMING:2x6 HEM-FIR No. 2 OR BETTER STUDS @ 16" SHEATHEDWITH 7/16" CDX PLYWOOD OR OSB, APA 24/16 EXTERIORFACE; NAIL WALL SHEATHING WITH 8d GUN NAILS(0.113"Ø x 2 3/8") @ 6" AT PANEL EDGES AND @ 12" INFIELD OF PANEL; BLOCK AND NAIL ALL EDGESBETWEEN STUDS. TYPICAL HEADER TO BE (3) 2x10 HFNo. 2

NORTH

DB D.1B

WOOD STUDWALL, SEE PLAN

5/8" SHEATHING ON PETRUSS, SEE PLAN

H2.5

PE TRUSS BLOCKINGBTWN TRUSSES

H2.5

14" TJI 210 @ 16"

3 1/

2" x

14"

X-B

EA

M

3 1/

2" x

14"

X-B

EA

M

5 1/2" x 9 1/2" X-BEAM

5 1/2" x 9 1/2" X-BEAM

5 1/2" x 9 1/2" X-BEAM

5 1/

2" x

9 1

/2"

X-B

EA

M

5 1/

2" x

9 1

/2"

X-B

EA

M 5 1/2" x 14" X-BEAM

5 1/2" x 14" X-BEAM

5 1/

2" x

14"

X-B

EA

M

5 1/

2" x

14"

X-B

EA

M

5 1/2" x 14" X-BEAM

5 1/

2" x

14"

X-B

EA

M

6x8

5 1/

2" x

18"

X-B

EA

M

9 1/2" TJI 210 @ 16"14" TJI 210 @ 16"

T/O SUB-FLOOR

110'-3 7/8"

W6X15

(4) 2x6

1K 1K(2) 2x6

W6X15

W6X15

1K

1K

(2) 2x6 2K

2K1K

1K

2K

5 1/2" x 5 1/2" X-BEAM 2KHSS3X3X1/4

1T

1K1T

1K

(4) 2x6

(2) 2x6

STAIR BY CONTRACTOR

HUCQ610-SDS

HUCQ410-SDS

3S6

________

1S6

________

2S6

________

1S6

________10S6

________

10S6

________3

S6________

4S6

________

4S6

________

4S6

________

PE TRUSSES @ 24"

LUS28, TYP

2x12

@ 1

6"

12S6

________

1B

1B

2B

2.5B

3B 3.4B

3.4B

3.5B

3.5B

3.6B

3.6B 3.8B

4B

4.3B

4.6B

4.6B

5B

5B

ABAB

BB

CBCB

DBDB

D.1BD.1B

EB

FB

GBGB

2x8 LEDGER w/(4) 0.131"Ø NAILSINTO EACH STUD

14" TJI 210 @ 16"

3 1/

2" x

14"

X-B

EA

M

3 1/

2" x

14"

X-B

EA

M

5 1/2" x 9 1/2" X-BEAM

5 1/2" x 9 1/2" X-BEAM

5 1/2" x 9 1/2" X-BEAM5 1/

2" x

9 1

/2"

X-B

EA

M

5 1/

2" x

9 1

/2"

X-B

EA

M

5 1/2" x 14" X-BEAM

5 1/2" x 14" X-BEAM

5 1/

2" x

14"

X-B

EA

M

5 1/

2" x

14"

X-B

EA

M

5 1/2" x 14" X-BEAM

5 1/

2" x

14"

X-B

EA

M

6x8

5 1/

2" x

18"

X-B

EA

M

9 1/2" TJI 210 @ 16"

14" TJI 210 @ 16"

T/O SUB-FLOOR

110'-3 7/8"

W6X15

(4) 2x6

1K 1K(2) 2x6

W6X15

W6X15

1K

1K

(2) 2x6 2K

2K1K

1K

2K

5 1/2" x 5 1/2" X-BEAM

2KHSS3X3X1/4

1T

1K

1T

1K

(4) 2x6

(2) 2x6

STAIR BY CONTRACTOR

HUCQ610-SDS

HUCQ410-SDS

PE TRUSSES @ 24"

LUS28, TYP

(3) 2x6

L50 ONE SIDE

LSSU26, TYP

3:12

3:12

3:12

6S6

________ 5S6

________

7S6

________

IUS2.06/9.5, TYP

IUS2.06/9.5, TYP

SIM

17/S6BEAM TO COLCONN, SIM TO

17S6

________

17S6

________17/S6BEAM TO COLCONN, SIM TO

18S6

________

18S6

________

(4) 2x6

2K

2K5 1/

2" x

9 1

/2"

X-B

EA

M

5 1/2" x 11 7/8" X-BEAM

2x12

SLO

PE

D L

ED

GE

R2x

12 S

LOP

ED

LE

DG

ER

2x12 @ 24"

2x12 @ 24"

LSSU210, TYP

(4) 2x6

STUB

(4) 2x6

STUB

(3) 0.131"Øx3" NAILSAT EACH STUD

2'-6" 2'-6"

(4) 2x6

(4) 2x6

LSSU262x6 @ 24"

2x6 @ 24"

(4) 2x6

10AS6

________

TYPICAL FLOOR SHEATHING:3/4" NOMINAL STURD-I-FLOOR, APA RATED 24" OC TONGUE &GROOVE SHEATHING GLUED AND NAILED WITH 8d GUN NAILS@ 6" ALONG PANEL EDGES AND @ 12" ALONG INTERMEDIATEFRAMING MEMBERS. LAY PANELS PERPENDICULAR TOFRAMING MEMBERS AND STAGGER PANEL JOINTS

NORTH

SHEET No.

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CONSTRUCTION

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1' 2' 4'0 8'

1/4"

1/4" = 1'-0"

ROOF FRAMING PLAN - BUILDING B

08/15/17

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S4-B

SECTION6

1' 2' 4'0 8'

1/4"

1/4" = 1'-0"

UPPER LEVEL FRAMING PLAN - BUILDING B

STUD WALL,SEE PLAN

PT 2x6 SILL PLATEw/ 1/2"Øx10"ANCHOR BOLT @48"

GRID

F/O STUD = F/O CONC

8" CONCRETE WALL

(2) #5 HORIZ AT TOP& BOTTOM

#4 VERT w/ 180 DEGREEBEND AT EACH END @18". ALTERNATE BEND,TYP.

FOUNDATION DRAINBY CONTRACTOR

3/4" SUBFLOOR ON I-JOISTS, SEE PLAN

8"

SEE PLANSEE PLAN

FLOOR JOIST PARALLELTO WALL AT SIM

8"

NO VOID FORM UNDER GRADEBEAM REQUIRED, TYPICAL.

GRIDGRID

5 1/2"3 1/2"5 1/2"

1'-2 1/2"

WOOD STUDWALL, SEE PLANPT 2x6 SILL PLATES w/

1/2"Øx6" TITEN HD 48"(CONTRACTOR OPTION:1/2"Øx10" ANCHORBOLTS @ 48")

(2) #5 HORIZ AT TOP &BOTTOM, EACH FACE

CONCRETE WALL,SEE PLAN

SEE PLAN

#4 VERT U BAR w/135 DEGREE BENDAT EACH END @18", EACH FACE

3/4" SUBFLOOR ON I-JOISTS, SEE PLAN

PT 2x12 LEDGER w/3/4"Øx6" TITEN HDBETWEEN EACHJOIST, STAGGERED.

1'-2 1/2"

5 1/2"3 1/2"5 1/2"

1'-2 1/2"

WOOD STUDWALL, SEE PLANPT 2x6 SILL PLATES w/ 1/2"Øx6" TITEN

HD 48"(CONTRACTOR OPTION:1/2"Øx10" ANCHOR BOLTS @ 48")

SEE PLAN

14 1/2" CONC WALL,SEE

VARIES

STRUCTURAL CONCRETESLAB ON LOOSELYCOMPACTED FILL, SEE PLAN

#5x24" EPOXY DOWEL #5"EMBED INTO WALL @ 12"

2/S5.

WOOD STUDWALL, SEE PLAN

PT 2x6 SILL PLATE w/1/2"Øx10" ANCHORBOLT @ 48"

8" CONCRETEWALL, SEE

SEE PLAN

3/4" SUBFLOOR ON I-JOISTS, SEE PLAN

VARIES

STRUCTURAL CONCRETESLAB ON LOOSELYCOMPACTED FILL, SEE PLAN

EPOXY DOWEL, SEE

1/S5.

3/S5.

WOOD STUDWALL, SEE PLAN

PT 2x6 SILL PLATE w/1/2"Øx10" ANCHORBOLT @ 48"

SEE PLAN

3/4" SUBFLOOR ON I-JOISTS, SEE PLAN

STRUCTURAL CONCRETESLAB ON LOOSELYCOMPACTED FILL, SEE PLAN

8" CONCRETEWALL, SEE 1/S5.

EPOXY DOWEL, SEE 3/S5.

3 1/2"5 1/2"

1'-2 1/2"

WOOD STUDWALL, SEE PLAN

PT 2x6 SILL PLATES w/1/2"Øx6" TITEN HD 48"(CONTRACTOR OPTION:1/2"Øx10" ANCHORBOLTS @ 48")

SEE PLAN

3/4" SUBFLOOR ON I-JOISTS, SEE PLAN

VARIES

STRUCTURAL CONCRETESLAB ON LOOSELYCOMPACTED FILL, SEE PLAN

13" CONC WALL,SEE 2/S5.

GRID

8" CONCRETEWALL, SEE

(2) #5 HORIZ AT TOP& BOTTOM

FOUNDATION DRAINBY CONTRACTOR

STRUCTURAL CONCRETESLAB ON LOOSELYCOMPACTED FILL, SEE PLAN

SLOPES

STUD WALL BEYOND,SEE PLAN

#4 x 24" @ 24"

24"

1/S5.

PILASTER, SEE PLAN

DRILLED PIER, SEE PLAN

#3 TIES @ 16", ADDONE AT TOP @ 3"

BATTERED W6 STEEL COLUMN,SEE PLAN. REFERT TO ARCHFOR COLUMN BATTER ANDBASE LAYOUT

SEE PLAN

SEE PLAN

#4 VERT AT EACHCORNER & MID-FACE(8 TOTAL) w/ 8" HOOKTOP & BOTTOM

3/4" CHAMFER

EMBED BASE PL1/2x13x1'-4" w/ (4)#5x30" A706

COL TO BASE PLATE,SEE 11/S5.

3" 10" 3"

3"7"

3"

SEE ARCH

ARCH

SEE

STRUCTURAL CONCRETESLAB ON LOOSELYCOMPACTED FILL, SEE PLAN

GRADE BEAM, SEE PLAN

BASE PLATE 1/2"x4x0'-9"w/ (2) 3/4"Ø x 6" TITEN HD@ 6" GAGE

GRID

3/16

CONCRETEFOUNDATIONWALL, SEE PLAN

STEEL COLUMN, SEEPLAN

8"

2 3/4"

STUD WALL,SEE PLAN

PT 2x6 SILL PLATE w/1/2"Øx10" ANCHORBOLT @ 48"

GRID

F/O STUD = F/O CONC

8" CONCRETEWALL, SEE

3/4" SUBFLOOR ON I-JOISTS, SEE PLAN

SEE PLAN

8"

STRUCTURAL CONCRETESLAB ON LOOSELYCOMPACTED FILL, SEE PLAN

1/S5.

EPOXY DOWEL,SEE 3/S5.

5 1/2" 2 1/2"

W6 STEEL COLUMN,SEE PLAN

SEE PLAN3/4" CHAMFER

EMBED BASE PL 1/2x9x0'-9"w/ (2) #4x24" A706 @ 5"GAGE

3/16PL 1/2x4x0'-7" w/ (2)3/4"Ø BOLTS @ 3"GAGE, CENTEREDABOUT PLATE

SHEET No.

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CONSTRUCTION

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0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S5.

SECTION1

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S5.

SECTION2

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S5.

SECTION3

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S5.

SECTION4

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S5.

SECTION5

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S5.

SECTION6

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S5.

SECTION7

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S5.

SECTION9

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S5.

DETAIL10

08/15/17

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S5.

SECTION8

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S5.

SECTION11

GRID

3/4" SUBFLOOR ONI-JOISTS, SEE PLAN

WOOD STUDWALL, SEE PLAN

SEE PLAN

GRID

3/4" SUBFLOOR ON I-JOISTS, SEE PLAN

WOOD STUDWALL, SEE PLAN

SEE PLAN

BLOCKING @ 24"

14" I-JOIST BLOCKINGBETWEEN EACHJOIST OVER WALL

WOOD STUD BEARINGWALL, SEE PLAN

3/4" SUBFLOOR ONI-JOISTS, SEE PLAN

WOOD STUD BEARINGWALL WHERE OCCURSON PLAN

SEE PLAN

GRID

3/4" SUBFLOOR ONI-JOISTS, SEE PLAN.JOISTS PARALLELAT SIM

WOOD STUDWALL, SEE PLAN

LSL RIM

SHIM BETWEENHEADER & RIM W/ PWD

HEADER, SEE PLAN

IUS2.06/14, TYP

SEE PLAN

HEADER PLATE,SEE 11/S6

DA

5 1/2" 3 1/2" 5 1/2"

1'-2 1/2"

3/4" SUBFLOOR ONI-JOISTS, SEE PLAN

WOOD STUDWALL, SEE PLAN

WOOD STUDWALL, SEE PLAN

GRID D.1AGRID

SEE PLAN

5 1/2" 3 1/2" 5 1/2"

1'-2 1/2"

FLOOR FRAMINGBEYOND

WOOD STUDWALL, SEE PLAN

WOOD STUDWALL, SEE PLAN

3/4" PLYWOOD ON(2) 14" LSL RIM

GRID GRID

BAGRID

3/4" SUBFLOOR ONI-JOISTS, SEE PLAN

X-BEAM, SEE PLAN

5/8" SHEATHING ON PETRUSS, SEE PLAN

WOOD STUDWALL, SEE PLAN

SEE PLAN

2x BLOCKING

2x4 BLOCKING W/0.131"Ø x 3" NAILS @ 12"

HANGER, SEE PLAN

GRID

WOOD STUDWALL, SEE PLAN

2x6x4'-0" RAFTER TAIL SCABBED ON TORAFTER w/ (2) ROWS OF 0.131"Ø NAILS@ 6". STAGGERED, TYP

FULL HEIGHT BLOCKINGBETWEEN RAFTERS, TYP

H2.5A, TYP

GRID

1'-0"

2x6 OUTLOOKER, SEE PLAN

5/8" SHEATHINGON PE TRUSS

5/8" SHEATHINGON PE TRUSS

RAKE END GIRDER TRUSSW/ DROPPED TOP CHORD

2x6 BLOCKING

2x4 BLOCKING

(3) 0.131"Ø x 3" END NAILS

DA D.1A

WOOD STUDWALL, SEE PLAN

1'-2 1/2"

5 1/2" 3 1/2" 5 1/2"

5/8" SHEATHING ON PETRUSS, SEE PLAN

5/8" SHEATHING ON PETRUSS, SEE PLAN

H2.5

H2.5

PE TRUSS BLOCKINGBTWN TRUSSES

GRID

3/4" SUBFLOOR ONI-JOISTS, SEE PLAN

X-BEAM, SEE PLAN

5/8" SHEATHING ONRAFTERS, SEE PLAN

WOOD STUDWALL, SEE PLAN

STUD BEYOND

2x6 BEVELED CRIPPLESTUD LAPPED W/ STUD& CONNECTED W/0.131"Ø x 3" NAILS @ 6"STAGGERED

2x6 LEDGEDER W/1/4"Ø x 4" SDS SCREWS@ 12" STAGGERED

SEE PLAN

B/O BRG =

B/O JST1'-2 1/2"

DOUBLE TOP PL

ACE6, 2 SIDES

X-BEAM w/ HANGER,SEE PLAN

ROOF FRAMING NOTSHOWN FOR CLARITY

X-BEAM HEADER,SEE PLAN

X-BEAM COLUMN,SEE PLAN

DOUBLE TOP PL

X-BEAM w/ HANGER,SEE PLAN

X-BEAM HEADER,SEE PLAN

X-BEAM COLUMN,SEE PLAN

SEE PLAN

X-BEAM COLUMN,SEE PLAN

MSTA49 EACH FACE

X-BEAM COLUMN,SEE PLAN

(2) 1/4 x 6" SIMPSON SDSSCREWS THRU DOUBLETOP PL INTO COLUMN

OPENING HEAD/SILL PL CONNECTION

x < 5'-0"

5'-0" < x < 10'-0"

2x6

(2) 2x6

(2) 0.131"Ø x 3"

(2) 0.131"Ø x 3" PER PLATE

3/4" SUBFLOOR

FLUSH HEADER,SEE PLAN

DOUBLE TOP PLATE

HEADER PLATE

SILL PLATE

TRIMMER STUD

TRIMMER STUD

KING STUD

HEADER

2x6 BLOCKING

STUD WALL,SEE PLAN

2x12 OUTLOOKER

PE GABLE END TRUSS w/DROPPED TOP CHORD

GRID

1'-0"

5/8" ROOF SHEATHINGON PE TRUSS, SEE PLAN

2x BLOCKING

STUD WALL, SEE PLAN

H2.5, TYP

WOOD BEAM, SEEPLAN

STEEL COLUMN, SEEPLAN. REFER TO ARCHFOR BATTER

COL TO CAP PLATE,SIM TO 11/S5.

2" 4" 2"

8"

4"2"

6"

1/2" CAP PLATE

1/4" SIDE PLATE EACH SIDEw/ (2) 3/4"Ø THRU BOLT

3/16TYP NON-STRUCTURAL

PARTITION3/4" SUBFLOOR,SEE PLAN

14" I-JOIST, SEEPLAN

SEE PLAN

9 1/2" I-JOIST, SEE PLAN

HANGER, SEE PLAN

14" LSL RIM JOISTWOOD STUDWALL, SEE PLAN

GRID

GRID

HEADER, SEEPLAN

LAP RAFTERS & CONNECT w/ (4)0.131"Øx3" NAILS

FULL HEIGHT BLOCKINGBETWEEN RAFTERS, TYP

H2.5A, TYP

5/8" SHEATHING, SEEPLAN

2x6 RAFTER,SEE PLAN

2x12 RAFTER, SEE PLAN

WALL BEYOND

SHEET No.

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0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION1

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION2

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION3

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION4

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION5

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION6

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION7

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION10

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION13

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION14

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION12

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION8

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION9

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION11

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION15

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION16

08/15/17

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION17

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION18

0 6" 1' 2' 3'

3/4"

3/4" = 1'-0"S6

SECTION10A