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HomeMy WebLinkAbout220819 Buck Point Ranch PERMIT (1)Disclaimer and General Use Definition: 1. The structural portion of these documents are not intended to function alone. They are a portion of the larger construction document package drafted by sub-consultants under the direction of the project architect. All of these documents are intended to function together. 2. If no stamp is present on these documents, they shall be considered preliminary and developed for coordination or pricing purposes. 3. These structural documents were drafted by DB Structural Design Ltd. as the Engineer of Record, referred to herein as the EOR. 4. It is the responsibility of the contractor to notify the EOR of any discrepancy between these drawings and the overall set of construction documents developed by the other consultants. 5. It is not acceptable to deviate from these documents without first explicitly notifying the EOR in writing of any deviation. These deviations should be reviewed and approved by the EOR before proceeding. 6. Review of a submittal is not considered approval of deviation unless explicitly noted by the EOR. 7. The structure documented herein is intended to function in a completed state. It is the responsibility of the contractor to construct this building in a safe and structurally sound manner.The contractor is responsible for all means and methods of construction. 8. All project safety is the responsibility of the contractor. If any structural elements are used for anything other than their intended design, the EOR shall be notified prior to this use. Examples include fall protection and temporary guard rail attachment points. 9. These documents are not intended to be "scaled." All dimensions are explicitly provided. If an element cannot be located based on the information provided, contact EOR for clarification. 10. No damage to the structure during construction shall be repaired without first notifying the EOR. 11. The general notes are intended to function as the project specifications. 12. It is the responsibility of the contractor to review all submittals prior to the EOR review. 13. All submittal reviews are conducted by the EOR as a courtesy to the contractor to assist in the construction process and to ensure the construction documents are being interpreted correctly. STRUCTURAL DESIGN CRITERIA Notes: 1. The referenced building code in this design criteria defines the appropriate edition of all referenced codes and standards. If the governing code does not define an appropriate code or standard the latest edition shall be used. 2. Minimum flat roof snow according to the Garfield County Building Department. 3. Live loads are determined according to IBC, Section 1607 and ASCE 7, Chapter 4. 4. See load keys for definition of loads. Building Code: 2015 IBC Local Jurisdiction: Garfield County Risk Category: II Snow Loading Ground Snow Load, Pg (psf)71 Minimum Flat Roof Snow, Pf (psf)50 Slope Factor, Cs 1.0 Foundations Geotechnical Engineer Information JAMES PARSONS KUMAR & ASSOCIATES 5020 COUNTY ROAD 154 GLENWOOD SPRINGS, CO (970) 945-8454 Project No: 21-7-291 Active Equivalent Fluid Pressure (psf/ft)45 At-rest Equivalent Fluid Pressure (psf/ft)50 Passive Equivalent Fluid Pressure (psf/ft)400 Sliding Friction Coefficient .45 Allowable Bearing Capacity (psf)1500 Minimum Frost Depth (in)36 Cast in Place Concrete Inspection Notes: 1. Special inspections and testing shall conform to chapter 17 of the IBC and the local building department. 2. Any item not noted as continuous inspection shall be inspected periodically. It is the responsibility of the special inspector to determine and coordinate the frequency of their inspections. 3. The following shall have inspection verification of size, location, quantity, and tolerance: A. Formwork installation. B. Reinforcing placement. C. Steel embeds. D. Cast embedded anchors. E. Verification of mix design use on site prior to placement. F. Concrete placement. G. Post-installed anchors in overhead applications. H. All other post installed anchors. I. Floor flatness survey. 4. The following shall have inspection and testing verification of strength, grade, classification, quality, density, proportions, and manufactures certification reports: A. Reinforcing placement. B. Steel embeds. C. Cast embedded anchors. D. Concrete strength, slump, temperature, and air content. E. Concrete placement. F. Concrete curing. G. Post-installed anchors in overhead applications. H. All other post-installed anchors. I. Welded reinforcing. 5. The following shall have Continuous inspection and verification of operations and conditions: A. Concrete strength, slump, temperature, and air content. B. Verification of mix design use on site prior to placement. C. Concrete placement. D. Post-installed anchors in overhead applications. 6. If any welding of reinforcing is to be conducted, certifications of the welder shall be verified. REINFORCEMENT LAP SPLICE LENGTH Bar Size Splice Length (in) #3 19 #4 25 #5 31 #6 37 #7 54 #8 62 #9 70 Hook Development (in) 8 10 12 15 17 19 22 Notes: 1. This table assumes a minimum of f'c = 4,000 psi. 2. All splice lengths are considered a class B lap splice. 3. All hooks are 90°hooks with standard hook lengths. 4. Concrete is considered normal weight. 5. All splice lengths are considered Case #1. A. Clear spacing of bars not less than 2x diameter of bar. B. Clear cover not less than diameter of bar. 6. If any of this criteria is not satisfied, contact Engineer of Record. CONCRETE MATERIALS Material Portland Cement Standard ASTM C150, Type I or Type II Notes: 1. Type III Portland cement may be used if acceptable to the project architect. Fly Ash ASTM C618, Class C or F Aggregate ASTM C33 Water Potable Water Reducing Admixture ASTM C494, Type A or Type D High Range Water Reducing Admixture ASTM C494, Type F or Type G Accelerator Admixture Air Entraining Admixture ASTM C260 Curing Compound ASTM C309, Type I, Class A Reinforcing Bars ASTM A615, Grade 60 Epoxy Coated Reinforcing bars ASTM A775 or ASTM A954 Weld Wire Fabric ASTM A185 Vapor Retarder Below SOG ASTM E1745, Class A ASTM C494,Type C or Type E Weldable Reinforcing Bars ASTM A706, Grade 60 CONCRETE MIX DESIGN REQUIREMENTS Element Compressive Strength (psi) Max Water/ Cement Ratio Aggregate size (in) Air Content Slump (in)Exposure Class Footings 4,500 0.45 3/4 5%4 F2 S0 W1 C1 Freeze Thaw Walls 4,000 0.50 3/4 5%4 Sulfate Water Contact Corrosion F1 S0 W1 C1 1. Concrete construction tolerances per ACI 117. 2. Provide Type I or Type II cement unless noted otherwise. 3. All concrete is considered normal weight concrete unless noted otherwise. 4. Compressive strength above is the 28 day compressive strength unless noted otherwise. 5. Concrete mix design shall follow ACI 301. 6. Concrete mix design testing shall be conducted per ACI 301. The following items are taken from ACI 301 and shown below for the contractors use in the field. A. Obtain samples of fresh concrete in accordance with ASTM C172. B. A minimum of one composite sample shall be obtained for each 150 yd3 of concrete per day. C. Each sample used to mold strength test specimens shall be tested for slump, air content, temperature, and density. Slab on Grade 5,000 0.40 3/4 6%4 F2 S0 W0 C2 Cast in Place Concrete Notes: 1. Refer to ACI 318, ACI 301, and ACI 117 for all standards, specifications, and tolerances respectively. 2. Contractor shall submit all mix designs for review by the EOR. 3. Contractor shall submit all penetrations, not shown in structural construction documents, in either walls or slabs for review by the EOR. 4. Refer to architectural documents for any openings not dimensioned or shown in structural documents. 5. Provide 3/4" chamfer at at top of wall and all outside corners of concrete walls. 6. Provide standard hook length at all hooked bars unless noted otherwise. 7. If splice class is not specified, provide class B splice. 8. Welding of reinforcement is prohibited unless A706 weldable rebar is provided. 9. All concrete is intended to be cast-in-place unless noted otherwise. 10. Any shotcrete should be coordinated with the EOR prior to construction. 11. Unless noted otherwise, provide (2)#5 at each side of openings. Extend 24" beyond edges of opening. 12. No curing compounds should be used on a slab that will receive another layer above. Ex: paint, tile, or topping slab. 13. All reinforcing is to be 60 ksi unless noted otherwise. DESIGN VALUES FOR DIMENSIONAL LUMBER Grade Douglas Fir-Larch (DFL) Flexural Stress (psi) Compressive Stress (psi) Horizontal Shear Stress (psi) Modulus of Elasticity (ksi) Select Structural (SS)1,500 1,700 180 1,900 No1 1,000 1,500 180 1,700 No2 900 1,350 180 1,600 Stud 700 850 180 1,400 1,250 1,400 135 1,500 No1 / No2 875 1,150 135 1,400 Stud 675 725 135 1,200 Spruce-Pine-Fir (SPF) Hem-Fir (HF) 1,400 1,500 150 1,600 No1 975 1,350 150 1,500 No2 850 1,300 150 1,300 Stud 675 800 150 1,200 Select Structural (SS) Select Structural (SS) Foundation and Soils Inspection Notes: 1. Special inspections and testing shall conform to chapter 17 of the IBC and the local building department. 2. Any item not noted as continuous inspection shall be inspected periodically. It is the responsibility of the special inspector to determine and coordinate the frequency of their inspections. 3. The following shall have inspection verification of size, location, quantity, and tolerance: A. Compaction B. Pile, micropile, screw pile, or helical pier installation. C. Permanent soil retention elements. 4. The following shall have inspection and testing verification of strength, grade, classification, quality, density, proportions, and manufacturers certification reports: A. Footing and soil bearing material. B. Slab on grade subgrade material. C. Compaction. D. Pile, micropile, screw pile, or helical pier installation. E. Pile, micropile, screw pile, or helical pier load testing. F. Permanent soil retention elements. 5. The following shall have continuous inspection and verification of operations and conditions: A. Compaction B. Pile, micropile, screw pile, or helical pier installation. C. Permanent soil retention elements. Foundation Notes: 1. The foundations for this project have been designed based on information provided within the geotechnical report. This information is summarized in the design criteria section of these documents. 2. The foundation system was selected based on recommendations by the geotechnical engineer. 3. Special care should be taken to adhere to any and all recommendations by the geotechnical engineer. 4. Soils shall be inspected and approved by the geotechnical engineer after excavation and prior to placement of new foundations or slab on grade. Written approval should be obtained before proceeding. 5. Ensure that bottom of footing is placed below frost depth, noted in the design criteria, measured from finished grade to bottom of footing. 6. Backfill against structure may not occur prior to installation of any and all floors at or below grade. This includes basement slab on grade, where present. 7. In the case of a crawl space with no slab on grade, exterior footings shall be buried a minimum of 1'-0" measured from t/grade in crawl space to bottom of footing. 8. Concrete walls are not designed to resist saturated soil unless noted otherwise. Consult architectural documents for appropriate drainage requirements. Soil drainage is not shown in structural construction documents. NAIL DIMENSIONS Common Nail Minimum Diameter (in) 6d 0.113 8d 0.131 10d 0.148 12d 0.148 16d 0.162 20d 0.192 Minimum Length (in) 2 2.5 3 3.25 3.5 4 Allowable Box Nail/Sinker Nail Substitute (Nail Gun Nails) 8d 16d/12d 20d/16d 40d/20d 40d/20d NA/30d Notes: 1. All nails specified in structural drawings are common nails unless noted otherwise. 2. When substituting nail gun nails, refer to substitute column. Structural Steel Inspection Notes: 1. Special inspections and testing shall conform to chapter 17 of the IBC and the local building department. 2. Any item not noted as continuous inspection shall be inspected periodically. It is the responsibility of the special inspector to determine and coordinate the frequency of their inspections. 3. The following shall have inspection verification of size, location, quantity, and tolerance: A. Connection erection and assembly. B. Bolts in snug tight joints. C. Pretensioned and slip critical bolts/joints using turn-of-nut with matchmarking, direct- tension indicator washers, or twist-off-type tension-control bolts. D. Pretensioned and slip critical bolts/joints using turn-of-nut without matchmarking or calibrated wrench methods of installation. E. All welds other than complete joint penetration groove welds. F. Complete penetration groove welds. G. Shear stud placement. H. Beam camber at fabrication facility. I. Galvanized structural steel members. 4. The following shall have inspection and testing verification of strength, grade, classification, quality, density, proportions, and manufactures certification reports: A. Connection erection and assembly. B. Bolts in snug tight joints. C. Pretensioned and slip critical bolts/joints using turn-of-nut with matchmarking, direct- tension indicator washers, or twist-off-type tension-control bolts. D. Pretensioned and slip critical bolts/joints using turn-of-nut without matchmarking or calibrated wrench methods of installation. E. All welds other than complete joint penetration groove welds. F. Complete penetration groove welds. G. Shear stud placement. H. Galvanized structural steel members. 5. The following shall have Continuous inspection and verification of operations and conditions: A. Pretensioned and slip critical bolts/joints using turn-of-nut without matchmarking or calibrated wrench methods of installation. B. Complete penetration groove welds. 6. The fabrication facility shall require an audit and inspection of its quality control program and provide records during the course of fabrication for the above mentioned inspections and testing. 7. The following shall provide verification of certifications: A. Fabrication facility. B. All welds other than complete joint penetration groove welds. C. Complete penetration groove welds. 8. Special inspection and testing shall conform to all requirements of AISC 360 Chapter N, unless noted otherwise. 9. Special inspection shall be required for all shop fabricated members unless the fabrication facility has been approved to perform such work without special inspection by an approved agency. STEEL MATERIALS Material W & WT sections Standard ASTM A992 (50 ksi) or ASTM A572 Grade 50 (50 ksi) Pipe ASTM A53 Grade B (35 ksi) Plates, bars, and threaded rod/studs -typical -when noted as 50 ksi ASTM A36 (36 ksi) ASTM A572 Grade 50 (50 ksi) Anchor rods ASTM F1554 Grade 55 w/ Supplement S1 Bolts -typical -where indicated as Group B -where indicated as A307 ASTM F3125 Grade A325 or Grade F1852 ASTM F3125 Grade A490 or Grade F2280 ASTM A307 Grade A Nuts ASTM A563, Heavy hex Washers Plate washers ASTM A36 Direct-tension indicator washers ASTM C309, Type I, Class A Headed stud anchors ASTM A108/A29 ASTM F436 Weld electrodes E70, 70 ksi M, S, C, MC, L, MT, & ST sections ASTM A36 (36 ksi) Round HSS ASTM A500 Grade C (46 ksi) Rectangular HSS ASTM A500 Grade C (50 ksi) Structural Steel Notes: 1. Refer to AISC 360 and AISC 303 for all standards, specifications, and tolerances respectively. 2. Contractor shall submit all structural steel for review by the EOR. 3. Erection drawings shall include plan drawings at 1/8"=1'-0”minimum scale complete with sections, elevations, and details as required to properly erect the structural steel frame. 4. Shop drawings shall include piece drawings which indicate cuts, connections, camber, holes, welds and dimensions as required for fabrication of the members. Part drawings are not required to be submitted unless specifically requested. 5. Engineer of Record (EOR) has designed all connections. If a connection design is inadvertently omitted from contract documents the contractor shall request specific connection design from the EOR. 6. Connection Design Forces: [Factored LRFD values, Unfactored ASD values]. 7. Simple Beam Connections: Select connections with capacities equal to or greater than beam reactions shown on the drawings. Single sided connections shall be detailed to use the maximum number of bolt rows that can fit into the supported beam web. Double sided connections shall be detailed such that the angle or bent plate length is at least 60% of the supported beam "T" dimension. 8. HSS Cap Plates: Provide 1/4" cap plates at top of all HSS columns, uno. 9. Unframed end of wide flange beams: At the end of wide flange beams without incoming framing or other means of restraint of rotation of the beam, provide a pair of 3/8" full depth stiffeners or a 3/8" full depth end plate at the end of the beam. 10. Where indicated on the drawings as slip critical and where oversized or long-slotted holes are utilized in shear, bolted joints shall be slip critical. Faying surfaces shall be prepared to meet the requirements of a Class A surface, and bolts shall be installed to the fully tensioned condition. 11. Where bolts are subject to non-static loading, are utilized to interconnect parts of a built up compression member, or all Group B fasteners loaded in tension shall be installed to the fully tensioned condition. 12. Bolts not subject to the requirements for slip critical connections and not required to be fully tensioned may be installed to the snug-tight condition. 13. A307 bolts may be used only where indicated. 14. Fillet Welds: Size as indicated, but not less than AISC minimum size. 15. Groove Welds: Full penetration unless noted otherwise. 16. Welds are continuous unless noted otherwise. 17. Uncoated Steel: All steel not specifically indicated as painted steel, steel to receive spray- on-fireproofing or to be galvanized, and faying surfaces of slip critical connections shall be uncoated. Prepare surface per SSPC-SP1. 18. Primed Steel: Steel indicated to painted, with no specific paint requirements stated, shall have the surface prepared per SSPC-SP2 minimum and receive one coat of fabricator's standard rust-inhibitive primer paint applied to a minimum dry-film thickness of 1 mil. 19. Galvanized Steel: Steel indicated to be galvanized shall be cleaned, prepared, and galvanized in accordance with ASTM A123. Repair minor defects, damaged areas, and welded joints in accordance with ASTM A780. Provide vent holes as required in tube members. Provide vent hole plugs at all vertically oriented tubes. 20. Other specified coatings: Where indicated on the drawings, provide specified coating system as indicated. Clean and prepare steel as required by the specification or coating manufacture. 21. No final bolting or welding shall be performed until as much of the structure which will be stiffened thereby has been properly aligned. 22. Field correction of fabrication or other errors will be permitted only when approved by the EOR. Finish gas-cut sections in accordance with AWS D1.1. Wood Framing Notes: 1. Refer to ANSI/AF and PA NDS for wall wood construction tolerances and specifications. 2. All member sizes are nominal unless noted otherwise. Actual dressed sizes are based on sizes set forth in American Softwood Lumber Standard PS 20-10. 3. All wood framing shall have a moisture content less than or equal to 19% and should be marked S-Dry or KD. 4. Sill Plates shall be pressure treated Douglas Fir-Larch. 5. Any connectors, anchors, bolts, or hangers in contact with treated wood shall be hot dip galvanized G90 or stainless steel. 6. All nails to be common wire nails and conform to ASTM F1667. 7. If using pneumatic nail gun, nail length and diameter must be greater than or equal to the specified common wire nail. 8. All steel plates used in wood construction shall conform to ASTM A36. 9. All bolting of wood members shall conform to ASTM A307. 10. Oversize bolt holes by 1/16" typ. 11. Retighten all bolts prior to installation of finishes. 12. Sheathing for roofs and walls shall conform to APA PS-2 standards. All panels shall be Exposure 1, unless noted otherwise. A. Wall sheathing shall have an APA Span Rating of 32/16 with a minimum thickness of 15/32". B. Floor sheathing shall be APA Rated Sturd-I-Floor 24 oc with a minimum thickness of 23/32". C. Roof sheathing shall have an APA Span Rating of 40/20 with a minimum thickness of 19/32". 13. Typical LVL width is 1 3/4" unless noted otherwise. TRUCTURALS D DESIGN © 2022 DBSD Ltd. W W W.DBSD.COM B 1001 GRAND AVE, SUITE 211 GLENWOOD SPRINGS, CO 81601 DATE: PROJECT #: ISSUE: SHEET TITLE: SHEET NUMBER: of DB Structural Design. The ideas and design incorporated on this document is an instrument of professional service and shall not be used for any other project without written authorization of DBSD. This document is the property REUSE OF DOCUMENT S0.1 TITLE SHEET 8/19/2022 220406BUCK POINT RANCHPERMITCR 121, CarbondaleCO 81623Garfield CountyADDL ADDITIONAL AESS ARCHITECTURAL EXPOSED STRUCTURAL STEEL ALT ALTERNATE/ALTERNATIVE APPROX APPROXIMATE ARCH ARCHITECTURE/ARCHITECTURAL B/ BOTTOM OF BLDG BUILDING BM BEAM BOT BOTTOM BP BASE PLATE BRG BEARING BTWN BETWEEN C CHANNEL SECTION CIP CAST-IN-PLACE CJ CONSTRUCTION/CONTROL JOINT CJP COMPLETE JOINT PENETRATION CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN COMP COMPRESSION CONC CONCRETE CONN CONNECTION CONST CONSTRUCTION CONT CONTINUOUS COORD COORDINATE CTR CENTER CTRD CENTERED D DEPTH DBA DEFORMED BAR ANCHOR DIA, Ø DIAMETER DIM DIMENSION DN DOWN DTL DETAIL SHEET # SHEET NAME S0.1 TITLE SHEET S2.1 SITE S2.2 RETAINING WALLS AND LANDSCAPE PLAN S2.3 POOL AND SPA LANDSCAPE PLAN S2.4 WEST PATIO STRUCTURAL ABBREVIATIONS SHEET LIST DWG DRAWING DWL DOWEL (E) EXISTING CONSTRUCTION E/ EDGE OF EA EACH EF EACH FACE EJ EXPANSION JOINT ELEV ELEVATION EQUIP EQUIPMENT EQUIV EQUIVALENT EW EACH WAY EXP EXPANSION EXT EXTERIOR F/ FACE OF FDN FOUNDATION FLR FLOOR FS FAR SIDE FTG FOOTING GA GAGE/GAUGE GALV GALVANIZE(D) GB GRADE BEAM GC GENERAL CONTRACTOR GEN GENERAL GLB GLULAM BEAM GLC GLULAM COLUMN GR GRADE HDG HOT DIPPED GALVANIZED HDR HEADER HK HOOK HORIZ HORIZONTAL HSA HEADED STUD ANCHOR HSS HOLLOW STRUCTURAL SECTION HT HEIGHT I/F INSIDE FACE ID INSIDE DIAMETER INFO INFORMATION INT INTERIOR JST JOIST JT JOINT KIP, K 1,000 POUNDS KLF 1,000 POUNDS PER LINEAL FOOT KSF KIPS PER SQUARE FOOT KSI KIPS PER SQUARE INCH L LENGTH LAT LATERAL LBS POUNDS LLBB LONG LEG BACK-TO-BACK LLH LONG LEG HORIZTONAL LLV LONG LEG VERTICAL LONG LONGITUDINAL LSH LONG SIDE HORIZONTAL LSL LAMINATED STRAND LUMBER LVL LAMINATED VENEER LUMBER LWT LIGHTWEIGHT MAX MAXIMUM MECH MECHANICAL MFR MANUFACTURER MID MIDDLE MIN MINIMUM MISC MISCELLANEOUS MTL METAL (N) NEW CONSTRUCTION No NUMBER NOM NOMINAL NS NEAR SIDE NTS NOT TO SCALE NWT NORMAL WEIGHT O/F OUTSIDE FACE OC ON CENTER OD OUTSIDE DIAMETER OH OPPOSITE HAND OPNG OPENING OPP OPPOSITE OSB ORIENTED STRAND BOARD PAF POWDER ACTUATED FASTENER PAR PARALLEL PCF POUNDS PER CUBIC FOOT PEN PENETRATION PERP PERPENDICULAR PJP PARTIAL JOINT PENETRATION PL PLATE PLF POUNDS PER LINEAL FOOT PLY PLYWOOD PREFAB PREFABRICATED PRELIM PRELIMINARY PSF POUNDS PER SQUARE FOOT PSI POUNDS PER SQUARE INCH PSL PARALLEL STRAND LUMBER PT PRESSURE TREATED R RADIUS RE: REFERENCE REINF REINFORCE/REINFORCING/REINFORCEMENT REM REMAINING REQ'D REQUIRED REV REVISION SC SLIP CRITICAL SCHED SCHEDULE SCL STRUCTURAL COMPOSITE LUMBER SECT SECTION SHT SHEET SIM SIMILAR SLBB SHORT LEG BACK-TO-BACK SOG SLAB-ON-GRADE SPA SPACING SPEC SPECIFICATION SQ SQUARE SS STAINLESS STEEL STD STANDARD STIFF STIFFENER STL STEEL STRUCT STRUCTURAL SYM SYMMETRICAL T&B TOP AND BOTTOM T, THK THICK/THICKNESS T/ TOP OF TEMP TEMPORARY/TEMPERATURE TENS TENSION THD THREAD/THREADED TRANS TRANSVERSE TYP TYPICAL UNO UNLESS NOTED OTHERWISE VERT VERTICAL VIF VERIFY IN FIELD W WIDTH W/ WITH W/O WITHOUT WD WOOD WF WIDE FLANGE SECTION WP WORK POINT WT WEIGHT/STRUCTURAL TEE SECTION WWF WELDED WIRE FABRIC XS EXTRA STRONG XXS DOUBLE EXTRA STRONG # DESCRIPTION DATE 08/19/2022 S2.2 1 S2.4 1 S2.3 1 S2.2 2 X XXX ELEVATION MARK X --> ELEVATION NUMBER XXX --> SHEET NUMBER X XXX SECTION/DETAIL MARK X --> DETAIL NUMBER XXX --> SHEET NUMBER PLAN/DETAIL MARK X --> DETAIL NUMBER XXX --> SHEET NUMBER ELEVATION CALLOUT REFERENCE --> T/ OR B/ OBJECT XX'-XX" --> ELEVATION OF OBJECT STEPS & SLOPES IN DECKS & SLABS X" --> STEP HEIGHT X" SLAB OR DECK SPAN DIRECTION MOMENT CONNECTION BEAM SPLICE CONNECTION BEAM POCKET CONNECTION X KEYNOTE BEAM EMBED CONNECTION STEEL BEAM/GIRDER SIZE --> BEAM/GIRDER SIZE DESIGNATION (XX) --> # OF HEADED ANCHOR STUDS VL --> SHEAR REACTION LEFT (KIPS) VR --> SHEAR REACTION RIGHT (KIPS) [XX'-XX"] --> T/STL ELEVATION SIZE(XX)VL VR [XX'-XX"] WOOD BEAM/GIRDER CUSTOM WOOD TRUSS WOOD JOIST/RAFTER/PREMANUFACTURED ROOF TRUSS CONCRETE WALL STUD WALL CONCRETE COLUMN ABOVE STEEL COLUMN ABOVE WOOD COLUMN ABOVE COLUMNS BELOW MATERIAL IDENTIFICATION IN SECTION CONCRETE STEEL SOIL UNDISTURBED SOIL FILL GRAVEL WALL BELOW CONCRETE WALL TAG WX --> WALL TYPE, RE: WALL SCHEDWX COLUMN TAG CX --> COLUMN SIZE, RE: PLAN BPX --> STEEL BASE PLATE, RE: BASE PLATE SCHED FOOTING TAG FX --> FTG SIZE, RE: SCHED XX'-XX" --> T/FTG ELEVATION FX SYMBOLS & LEGEND WOOD JOIST OR BEAM HANGER X --> HANGER TYPE, RE: HANGER SCHEDX SIMPSON COIL STRAP, RE: PLAN & KEYNOTES SHEAR WALL NOTATION SW-X --> SHEAR WALL TYPE, RE: PLAN & SHEAR WALL SCHED X'-X" --> MINIMUM SHEAR WALL LENGTH HDX --> HOLDOWN, RE: HOLDOWN SCHED, IF NONE ARE SHOWN, NO HOLDOWNS REQ'D AT THAT LOCATION HDX HDX LEDGE STEP TOP OF WALL STEP HIGH SIDE LOW SIDE HIGH SIDE LOW SIDE XXX X SHEAR WALL BELOW SW-X X'-X" REFERENCE XX'-XX" BOTTOM OF WALL STEP BPXCXSTONE VENEER W 12 2 MAX SLOPE 3'-0" MIN FROM STRUCTURE T T/CURB RE: CIVIL CONTINUE VERT AND HORIZ REINFORCEMENT THRU CURB OPTIONAL CONSTRUCTION JOINT 2" CLR3" CLR IF CAST AGAINST EARTH 2" CLR IF FORMED SURFACE 2" CLR CAST AGAINST UNDISTURBED SOIL (WHERE POSSIBLE) OR COMPACTED SUBGRADE PER GEOTECHNICAL REPORT #5 CONT CONTINUOUS FRENCH DRAIN AT WEEPS CANTILEVERED RETAINING WALL SCHEDULE WALL/FOOTING DIMENSIONS WALL REINFORCING H FOOTING REINFORCING WALL VERT REINF AT INSIDE FACE, RE: SCHED, HOOK INTO FTG 2"Ø WEEP @ 10'-0"OC EXPANSION JOINT -SPACING 100 FT (±) CUT 50% OF HORIZ BARS AT JOINT, OUTER LAYER ONLY 3/4" x 3/4" CONT NOTCH FILL W/ SEALANT CONTROL JOINT -SPACING 25 FT (±) EA SIDE OF JOINT 1'-0" 1/2" COMPRESSIBLE MATERIAL SEALANT STOP HORIZ REINF AT EXPANSION JOINT TF 2'-0" 4'-0" 6'-0"12" 12" 12" C 1'-6" 3'-0" 3'-0"6'-6" 4'-8" 3'-4" W T 8" 8" 12"#5 @ 18" #5 @ 18" #5 @ 12" HORIZ REINF VERT REINF -- #5 @ 12" #5 @ 12"#5 @ 12" #5 @ 10" #5 @ 12" TRANSVERSE REINF LONGITUDINAL REINF (3)#5 (5)#5 (6)#5 FILTER FABRIC WALL HORIZ REINF AT INSIDE FACE, RE: SCHED FROST DEPTH MIN, RE; DESIGN CRITETIAHTF3" CLR1 1/2" x 5 1/2" CONT KEYWAY FOOTING LONGITUDINAL BARS, RE: SCHED FOOTING TRANSVERSE BARS, RE: SCHED C 3/4"Ø SMOOTH BAR @ 24"OC W/ BOND BREAKER ONE SIDE 7'-0"12"7'-0"12"#5 @ 18"#5 @ 12"#5 @ 10"(11)#5 8'-0"12"4'-0"8'-0"12"#5 @ 18"#5 @ 8"#5 @ 8"(15)#5 SHEAR KEY REQ'D FOR H > 6', REINF W/ #4@18"OC W/ STD 180 HOOK 3'-0" TRUCTURALS D DESIGN © 2022 DBSD Ltd. W W W.DBSD.COM B 1001 GRAND AVE, SUITE 211 GLENWOOD SPRINGS, CO 81601 DATE: PROJECT #: ISSUE: SHEET TITLE: SHEET NUMBER: of DB Structural Design. The ideas and design incorporated on this document is an instrument of professional service and shall not be used for any other project without written authorization of DBSD. This document is the property REUSE OF DOCUMENT S2.1 SITE 8/19/2022 220406BUCK POINT RANCHPERMITCR 121, CarbondaleCO 81623Garfield County1" = 30'-0"1 SITE PLAN # DESCRIPTION DATE 1" = 1'-0"2 RETAINING WALL SCHEDULE & DETAILS 08/19/2022 (3)2x10 DFL No2(2)2x10 DFL No212"Ø CON C COL(2)2x10 DFL No2 2x8 DFL No2 @ 16"OC 2x8 DFL No2 @ 16"OC CLCLCL4'-6"6'-0"CLCLCL2'-9"3'-10"F2.0TYP TYPATYPAPROVIDE HANGER FOR UPLIFT LOAD ON BACKSPAN AND SHIM BEAM TO BEAR ON CONC COL B W6x25W6x25W6x258 S2.2 4 S2.2 7 S2.2 W6x25W6x25W6x25 10" CONT CONC FDN WALL BELOW DOCK 11'-10 7/256"10"10'-8 129/256"10'-0" FC24 FC24 FC24 FC24 RETAINING WALL, RE: SCHED FOUNDATION PLAN NOTES: 1. TYPICAL FOUNDATION CONSTRUCTION IS CONCRETE FOUNDATION WALLS ON CONCRETE SPREAD FOOTINGS. 2. FOOTINGS HAVE BEEN DESIGNED PER GEOTECH RECOMMENDATIONS FOR BEARING ON STRUCTURAL FILL. RE:GEOTECH REPORT FOR SUBGRADE PREPARATION INCLUDING OVER-EXCAVATION & STRUCTURAL FILL REQUIREMENTS. 3. CONTINUOUS FOUNDATION WALLS HAVE BEEN DESIGNED TO SPAN LOCAL ANOMALIES RESULTING IN AN UNSUPPORTED LENGTH OF 10'-0" PER THE GEOTECH REPORT, RE: DESIGN CRITERIA. 4. FOR ALL RETAINING WALLS REFER TO RETAING WALL SCHEDULE. 5. RE: TYPICAL DETAILS FOR FOOTING STEP. 6. ALL FOOTIGNS TO BE PLACED BELOW FROST DEPTH, TYP. 7. RE: S0.1 FOR DESIGN CRITERIA, GENERAL NOTES, & LOAD KEYS. 8. RE: S2.1 FOR TYPICAL DETAILS. X XXX ELEVATION MARK X --> ELEVATION NUMBER XXX --> SHEET NUMBER X XXX SECTION/DETAIL MARK X --> DETAIL NUMBER XXX --> SHEET NUMBER PLAN/DETAIL MARK X --> DETAIL NUMBER XXX --> SHEET NUMBER ELEVATION CALLOUT REFERENCE --> T/ OR B/ OBJECT XX'-XX" --> ELEVATION OF OBJECT STEPS & SLOPES IN DECKS & SLABS X" --> STEP HEIGHT X" SLAB OR DECK SPAN DIRECTION MOMENT CONNECTION BEAM SPLICE CONNECTION BEAM POCKET CONNECTION X KEYNOTE BEAM EMBED CONNECTION STEEL BEAM/GIRDER SIZE --> BEAM/GIRDER SIZE DESIGNATION (XX) --> # OF HEADED ANCHOR STUDS VL --> SHEAR REACTION LEFT (KIPS) VR --> SHEAR REACTION RIGHT (KIPS) [XX'-XX"] --> T/STL ELEVATION SIZE(XX)VL VR [XX'-XX"] WOOD BEAM/GIRDER CUSTOM WOOD TRUSS WOOD JOIST/RAFTER/PREMANUFACTURED ROOF TRUSS CONCRETE WALL STUD WALL CONCRETE COLUMN ABOVE STEEL COLUMN ABOVE WOOD COLUMN ABOVE COLUMNS BELOW MATERIAL IDENTIFICATION IN SECTION CONCRETE STEEL SOIL UNDISTURBED SOIL FILL GRAVEL WALL BELOW CONCRETE WALL TAG WX --> WALL TYPE, RE: WALL SCHEDWX COLUMN TAG CX --> COLUMN SIZE, RE: PLAN BPX --> STEEL BASE PLATE, RE: BASE PLATE SCHED FOOTING TAG FX --> FTG SIZE, RE: SCHED XX'-XX" --> T/FTG ELEVATION FX SYMBOLS & LEGEND WOOD JOIST OR BEAM HANGER X --> HANGER TYPE, RE: HANGER SCHEDX SIMPSON COIL STRAP, RE: PLAN & KEYNOTES SHEAR WALL NOTATION SW-X --> SHEAR WALL TYPE, RE: PLAN & SHEAR WALL SCHED X'-X" --> MINIMUM SHEAR WALL LENGTH HDX --> HOLDOWN, RE: HOLDOWN SCHED, IF NONE ARE SHOWN, NO HOLDOWNS REQ'D AT THAT LOCATION HDX HDX LEDGE STEP TOP OF WALL STEP HIGH SIDE LOW SIDE HIGH SIDE LOW SIDE XXX X SHEAR WALL BELOW SW-X X'-X" REFERENCE XX'-XX" BOTTOM OF WALL STEP BPXCXSTONE VENEER TYP3" CLRTYP 1 1/2" CLR FDN WALL, RE: PLAN RE: SCHEDULE W FTG, RE: PLANRE: SCHEDULETCONC FDN DOWEL, ALTERNATE HOOK DIR CONTINUOUS WALL FOOTING T/FTG T/FTG 1 1/2" CLR, TYP CONC COL, REINF W/ (4)#5 VERT & #4 TIES @ 10" OC, HOOK VERT BARS INTO FTG CONC FTG, RE: PLAN & FTG SCHED ISOLATED FOOTING RE: SCHEDULE W DECKING, RE: ARCH WOOD BEAM, TYP CONC COL SIMPSON ABU BASE, SEE TABLE SIMPSON ABU BASE TABLE BEAM SIZE DBL 2x TPL 2x QUAD 2x MODEL No. ABU46Z ABU66Z ABU66RZ NOTES: 1. WHERE DIFFERENT BEAM SIZES FRAME INTO SAME COL, USE BASE FOR LARGER BEAM. 2. PROVIDE SHIMS AS REQ'D SO BEAMS FIT TIGHT WITHIN BASE. 3. NAIL COMPLETE WITH 0.162"Øx3 1/2" NAILS. 4. BASE ATTACHMENT OPTIONS: A. STAINLESS STEEL 5/8"Øx6" TITEN HD SCREW ANCHOR. B. DRILL & EPOXY 5/8"Ø GALV THREADED ROD W/ HILTI HIT-HY 200, 6" EMBEDMENT. T/DECKING Tag Simpson Hanger LS70 Notes: 1. Hangers shown on plan, contact Engineer of Record for hangers not shown on plan. 2. Hanger substitution (manufacturer and/or type) not permitted without written approval of Engineer of Record. 3. All hangers to be hot dipped galvanized. 4. Provide G185 minimum galvanizing for hangers in contact with pressure treated wood in exposed locations. A Supporting Member Top Flange Supported Member Fasteners NA Supporting Member Supported Member 2X JOIST Members 2X BEAM Comments -- WOOD JOIST & BEAM HANGER SCHEDULE B -- -- -- (5)0.148"Øx1 1/2" Nails (5)0.148"Øx1 1/2" Nails LS90 NA 2X JOIST2X BEAM(6)0.148"Øx1 1/2" Nails (6)0.148"Øx1 1/2" Nails 3 1/2"6 1/2" 2 1/4"1 1/4" 10" CONC FDN WALL, REINF W/ #5@ 12"OC EWMIN1 1/2" CLR2x DECKING, RE: ARCH #4x3'-0" VERT @ 12"OC W/ #4 HORIZ T&B CONT L3x3x1/4 W/ 1/4"Øx4" SS- TITEN HD ANCHORS @ 24"OC FINISHES, RE: ARCH T/DECKING RE: ARCHT/WALL T/LEDGE3"1 1/2" GROUT PAD W/ 6" BEARING WIDTH (2)5/8"Øx9 1/2" HILTY HIT Z ROD W/ HILTY HY-200 EPOXY, CENTER IN WALL T/DECKING RE: ARCH 9 1/2"T/WALL CONC WALL, RE: 4/S2.21 1/2"T/DECKING RE: ARCHT/WALL T/LEDGE CONC WALL AND T/WALL CONDITION, RE: 4/S2.2 STEEL BEAM ATTACHMENT, RE: 7/S2.2 TRUCTURALS D DESIGN © 2022 DBSD Ltd. W W W.DBSD.COM B 1001 GRAND AVE, SUITE 211 GLENWOOD SPRINGS, CO 81601 DATE: PROJECT #: ISSUE: SHEET TITLE: SHEET NUMBER: of DB Structural Design. The ideas and design incorporated on this document is an instrument of professional service and shall not be used for any other project without written authorization of DBSD. This document is the property REUSE OF DOCUMENT S2.2 RETAINING WALLS AND LANDSCAPE PLAN 8/19/2022 220406BUCK POINT RANCHPERMITCR 121, CarbondaleCO 81623Garfield County1/4" = 1'-0"2 YOGA GARDEN 1/4" = 1'-0"1 DOCK FRAMING NORTH # DESCRIPTION DATE ISOLATED FOOTING SCHEDULE FTG TAG WIDTH, W LENGTH, L THICKNESS, T REINFORCEMENT REMARKS F2.0 2'-0" 2'-0" 1'-0" (2)#5 EW 3/4" = 1'-0"5 FOOTING SCHEDULE & DETAILS 1" = 1'-0"6 TYPICAL DECK BEAM BASE DETAIL NTS3HANGER SCHEDULE 1" = 1'-0"4 DOCK DETAIL CONTINUOUS FOOTING SCHEDULE FTG TAG WIDTH, W THICKNESS, T REINFORCEMENT REMARKS FC24 2'-0" 0'-10" (2)#5 CONT 1" = 1'-0"7 DOCK DETAIL 1" = 1'-0"8 DOCK DETAIL 08/19/2022 2 S2.3 3 S2.3 8" CONC WALL REINF/ #5@18"OC, EW, CENTERED 3 S2.3 3 S2.3 3 S2.3 RETAINING WALL, RE: SCHED RETAINING WALL, RE: SCHED X XXX ELEVATION MARK X --> ELEVATION NUMBER XXX --> SHEET NUMBER X XXX SECTION/DETAIL MARK X --> DETAIL NUMBER XXX --> SHEET NUMBER PLAN/DETAIL MARK X --> DETAIL NUMBER XXX --> SHEET NUMBER ELEVATION CALLOUT REFERENCE --> T/ OR B/ OBJECT XX'-XX" --> ELEVATION OF OBJECT STEPS & SLOPES IN DECKS & SLABS X" --> STEP HEIGHT X" SLAB OR DECK SPAN DIRECTION MOMENT CONNECTION BEAM SPLICE CONNECTION BEAM POCKET CONNECTION X KEYNOTE BEAM EMBED CONNECTION STEEL BEAM/GIRDER SIZE --> BEAM/GIRDER SIZE DESIGNATION (XX) --> # OF HEADED ANCHOR STUDS VL --> SHEAR REACTION LEFT (KIPS) VR --> SHEAR REACTION RIGHT (KIPS) [XX'-XX"] --> T/STL ELEVATION SIZE(XX)VL VR [XX'-XX"] WOOD BEAM/GIRDER CUSTOM WOOD TRUSS WOOD JOIST/RAFTER/PREMANUFACTURED ROOF TRUSS CONCRETE WALL STUD WALL CONCRETE COLUMN ABOVE STEEL COLUMN ABOVE WOOD COLUMN ABOVE COLUMNS BELOW MATERIAL IDENTIFICATION IN SECTION CONCRETE STEEL SOIL UNDISTURBED SOIL FILL GRAVEL WALL BELOW CONCRETE WALL TAG WX --> WALL TYPE, RE: WALL SCHEDWX COLUMN TAG CX --> COLUMN SIZE, RE: PLAN BPX --> STEEL BASE PLATE, RE: BASE PLATE SCHED FOOTING TAG FX --> FTG SIZE, RE: SCHED XX'-XX" --> T/FTG ELEVATION FX SYMBOLS & LEGEND WOOD JOIST OR BEAM HANGER X --> HANGER TYPE, RE: HANGER SCHEDX SIMPSON COIL STRAP, RE: PLAN & KEYNOTES SHEAR WALL NOTATION SW-X --> SHEAR WALL TYPE, RE: PLAN & SHEAR WALL SCHED X'-X" --> MINIMUM SHEAR WALL LENGTH HDX --> HOLDOWN, RE: HOLDOWN SCHED, IF NONE ARE SHOWN, NO HOLDOWNS REQ'D AT THAT LOCATION HDX HDX LEDGE STEP TOP OF WALL STEP HIGH SIDE LOW SIDE HIGH SIDE LOW SIDE XXX X SHEAR WALL BELOW SW-X X'-X" REFERENCE XX'-XX" BOTTOM OF WALL STEP BPXCXSTONE VENEER 10" CONC FDN, REINF W/ #5@12"OC EW BOT T/FTG 8" CONC WALL, REINF W/ #5@18"OC, EW, CENTERED, TYP 8" CONC WALL, REINF W/ #5@18"OC, EW, CENTERED 10" CONC MAT FDN, REINF W/ #5@12"OC EW BOT #5 STD HOOK DOWEL TO MATCH VERT REINF T/FTG RE: GEN NOTESSPLICE LENGTHFOUNDATION PLAN NOTES: 1. TYPICAL FOUNDATION CONSTRUCTION IS CONCRETE FOUNDATION WALLS ON CONCRETE SPREAD FOOTINGS. 2. FOOTINGS HAVE BEEN DESIGNED PER GEOTECH RECOMMENDATIONS FOR BEARING ON STRUCTURAL FILL. RE:GEOTECH REPORT FOR SUBGRADE PREPARATION INCLUDING OVER-EXCAVATION & STRUCTURAL FILL REQUIREMENTS. 3. CONTINUOUS FOUNDATION WALLS HAVE BEEN DESIGNED TO SPAN LOCAL ANOMALIES RESULTING IN AN UNSUPPORTED LENGTH OF 10'-0" PER THE GEOTECH REPORT, RE: DESIGN CRITERIA. 4. FOR ALL RETAINING WALLS REFER TO RETAING WALL SCHEDULE. 5. RE: TYPICAL DETAILS FOR FOOTING STEP. 6. ALL FOOTIGNS TO BE PLACED BELOW FROST DEPTH, TYP. 7. RE: S0.1 FOR DESIGN CRITERIA, GENERAL NOTES, & LOAD KEYS. 8. RE: S2.1 FOR TYPICAL DETAILS. CONSTRUCTION JOINT CAN BE LOCATED BY CONTRACTOR, MUST BE ON CONT FTG CONC WALL, RE: PLAN CONT WALL REINF, RE: PLAN, TYP TYP TENSION LAP SPLICE RE: GEN NOTES 0" TYP TYPTENSION LAP SPLICERE: GEN NOTESTYPTENSION LAP SPLICERE: GEN NOTESTYP1 1/2" CLRTYPTENSION LAP SPLICERE: GEN NOTESTYP STD HOOK CORNER BAR, MATCH HORIZ WALL REINF STD REINF DOWEL, MATCH HORIZ WALL REINF STD 180° HOOK DOWEL, MATCH HORIZ WALL REINF0" TYP0" TYP MAX2'-0"RE: FTG SCHEDFDN THICKNESSOPTIONAL CONSTRUCTION JOINT 1'-0" MIN RE: GEN NOTES SPLICE, TYP 1 1/2"1 1/2" Z-BAR TO MATCH FTG REINF, TAIL LENGTH = SPLICE LENGTH, RE: GEN NOTES 1 2 MIN TYP FDN REINF, RE: FTG SCHED TYP FDN REINF, RE: FTG SCHED FDN WALL & REINF NOT SHOWN FOR CLARITY TRUCTURALS D DESIGN © 2022 DBSD Ltd. W W W.DBSD.COM B 1001 GRAND AVE, SUITE 211 GLENWOOD SPRINGS, CO 81601 DATE: PROJECT #: ISSUE: SHEET TITLE: SHEET NUMBER: of DB Structural Design. The ideas and design incorporated on this document is an instrument of professional service and shall not be used for any other project without written authorization of DBSD. This document is the property REUSE OF DOCUMENT S2.3 POOL AND SPA LANDSCAPE PLAN 8/19/2022 220406BUCK POINT RANCHPERMITCR 121, CarbondaleCO 81623Garfield County1/4" = 1'-0"1 POOL & SPA FRAMING PLAN NORTH 1" = 1'-0"2 FOUNDATION DETAIL 1" = 1'-0"3 FOUNDATION DETAIL 3/4" = 1'-0"4 CONCRETE WALL CONSTRUCTION JOINT 3/4" = 1'-0"6 TYPICAL WALL REINFORCING DETAIL 3/4" = 1'-0"5 TYPICAL FOOTING STEP # DESCRIPTION DATE 08/19/2022 DOWEL (N)WALL HORIZ REINF INTO (E)WALL WITH HILTI HY-200 EPOXY, 8" EMBEDMNET 2 S2.41' MAXCAST AGAINST UNDISTURBED SOIL (WHERE POSSIBLE) OR COMPACTED SUBGRADE PER GEOTECHNICAL REPORT WALL VERT REINF AT INSIDE FACE, #5 @ 6"OC VERT & #5 @ 12"OC HORIZ WALL REINF AT OUTSIDE FACE, #5@12"OC EW 0" TYP 0" TYP10" #5 DOWELS TO MATCH VERT WALL REINF AT INSIDE FACE REINF KEY WITH #4 180 DEG HOOK DOWELS @ 10"OC AS SHOWN 1'-0"1'-0"2" PROVIDE EMBED PL1/2x6"x0'-10" W/ (2)1/2"Øx6" SS-TITEN HD ANCHORS AT EA POST TYP 1'-0" T/WALL RE: CIVIL MAX HEIGHT ABOVE T/FTG = 12'-6" T/FTG MIN3'-0"1'-0"5'-0"3'-0" FINISHES, RE: ARCH T/GRADE 1'-0"REINF CONT FTG W/ #5 @ 6"OC TRANSVERSE TOP AND BOT & #5 @ 12"OC LONGITUDINAL TOP AND BOT 1/4 POST TO BASEPLATE HSS2x2x1/4 POST, RE: ARCH FOR SPACING RE: ARCH FOR TOP RAIL X XXX ELEVATION MARK X --> ELEVATION NUMBER XXX --> SHEET NUMBER X XXX SECTION/DETAIL MARK X --> DETAIL NUMBER XXX --> SHEET NUMBER PLAN/DETAIL MARK X --> DETAIL NUMBER XXX --> SHEET NUMBER ELEVATION CALLOUT REFERENCE --> T/ OR B/ OBJECT XX'-XX" --> ELEVATION OF OBJECT STEPS & SLOPES IN DECKS & SLABS X" --> STEP HEIGHT X" SLAB OR DECK SPAN DIRECTION MOMENT CONNECTION BEAM SPLICE CONNECTION BEAM POCKET CONNECTION X KEYNOTE BEAM EMBED CONNECTION STEEL BEAM/GIRDER SIZE --> BEAM/GIRDER SIZE DESIGNATION (XX) --> # OF HEADED ANCHOR STUDS VL --> SHEAR REACTION LEFT (KIPS) VR --> SHEAR REACTION RIGHT (KIPS) [XX'-XX"] --> T/STL ELEVATION SIZE(XX)VL VR [XX'-XX"] WOOD BEAM/GIRDER CUSTOM WOOD TRUSS WOOD JOIST/RAFTER/PREMANUFACTURED ROOF TRUSS CONCRETE WALL STUD WALL CONCRETE COLUMN ABOVE STEEL COLUMN ABOVE WOOD COLUMN ABOVE COLUMNS BELOW MATERIAL IDENTIFICATION IN SECTION CONCRETE STEEL SOIL UNDISTURBED SOIL FILL GRAVEL WALL BELOW CONCRETE WALL TAG WX --> WALL TYPE, RE: WALL SCHEDWX COLUMN TAG CX --> COLUMN SIZE, RE: PLAN BPX --> STEEL BASE PLATE, RE: BASE PLATE SCHED FOOTING TAG FX --> FTG SIZE, RE: SCHED XX'-XX" --> T/FTG ELEVATION FX SYMBOLS & LEGEND WOOD JOIST OR BEAM HANGER X --> HANGER TYPE, RE: HANGER SCHEDX SIMPSON COIL STRAP, RE: PLAN & KEYNOTES SHEAR WALL NOTATION SW-X --> SHEAR WALL TYPE, RE: PLAN & SHEAR WALL SCHED X'-X" --> MINIMUM SHEAR WALL LENGTH HDX --> HOLDOWN, RE: HOLDOWN SCHED, IF NONE ARE SHOWN, NO HOLDOWNS REQ'D AT THAT LOCATION HDX HDX LEDGE STEP TOP OF WALL STEP HIGH SIDE LOW SIDE HIGH SIDE LOW SIDE XXX X SHEAR WALL BELOW SW-X X'-X" REFERENCE XX'-XX" BOTTOM OF WALL STEP BPXCXSTONE VENEER TRUCTURALS D DESIGN © 2022 DBSD Ltd. W W W.DBSD.COM B 1001 GRAND AVE, SUITE 211 GLENWOOD SPRINGS, CO 81601 DATE: PROJECT #: ISSUE: SHEET TITLE: SHEET NUMBER: of DB Structural Design. The ideas and design incorporated on this document is an instrument of professional service and shall not be used for any other project without written authorization of DBSD. This document is the property REUSE OF DOCUMENT S2.4 WEST PATIO 8/19/2022 220406BUCK POINT RANCHPERMITCR 121, CarbondaleCO 81623Garfield County# DESCRIPTION DATE 1/4" = 1'-0"1 WEST PATIO 1" = 1'-0"2 FOUNDATION DETAIL 08/19/2022