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HomeMy WebLinkAboutMaster Permit.701 Gibson Ave.0086-2021-BRES (11)PLAN KEYS AND SYMBOLS 1 S101 1 S101 S101 1 ELEVATION VIEW 1 = DRAFTING NUMBER S101 = SHEET NUMBER WALL / BUILDING SECTION 1 = DRAFTING NUMBER S101 = SHEET NUMBER SECTION CUT 1 = DRAFTING NUMBER S101 = SHEET NUMBER DETAIL CALL OUT 1 = DRAFTING NUMBER S101 = SHEET NUMBER ADDENDUM NUMBER00 STEPS AND SLOPES IN DECKS & SLABS YY" = STEP HEIGHTCXBPXxxKDIRECTION OF DECK SPAN OR DIRECTION OF REINFORCING WOOD JOIST HANGER H1 = JOIST HANGER TYPE, RE: SCHEDULE H1 KEYED NOTE K = KEYED NOTE, RE: SCHEDULE K COLUMN TYPE CX = COLUMN TYPE, RE: SCHEDULE BPX = BASE PLATE, RE: SCHEDULE 1 S101 YY" WALLS AND COLUMNS CIP CONCRETE WALL ABOVE WOOD FRAMED WALL ABOVE (E) CONSTRUCTION ABOVE WALL BELOW (ALL MATERIALS) WALL ABOVE W/ WINDOW * WALL ABOVE W/ DOOR * STEEL COLUMN ABOVE WOOD COLUMN ABOVE COLUMNS BELOW (ALL MATERIALS) *CIP CONCRETE SHOWN; GRAPHICS APPLY TO OTHER WALL MATERIALS SECTIONS AND DETAILS CIP CONCRETE (E) CONSTRUCTION UNDISTURBED SOIL SOIL FILL STEEL FRAMING SIZE(XX)c=Y" BEAM / GIRDER NOTATION RL = REACTION LEFT (K) SIZE = MEMBER TYPE (XX) = # OF STUDS Y" = CAMBER SIZE RR = REACTION RIGHT (K) XX'-YY" = T/STL ELEVATION RE: TYPICAL DETAILS FOR CONNECTION DETAILS/CAPACITIES XX'-YY" RL RR WOOD FRAMING BEAM / GIRDER JOIST / RAFTER PROJECT DESCRIPTION 1. Project consists of remodel to existing home with (2) stories above grade and (1) story below grade. 2. This description is for general orientation only. The General Contractor is responsible for all scope items described in the drawings and project specifications as well as for all material and labor that can reasonably be inferred there from. GENERAL APPLICATION 1. These drawings must be used in conjunction with the architectural drawings on the project to clearly define all requirements for construction. 2. No Contractor should attempt to bid nor construct any portion of this project without consulting the project architectural, mechanical, and electrical documents. 3. All things which, in the opinion of the Contractor, appear to be deficiencies, omissions, contradictions or ambiguities in the drawings shall be brought to the attention of the Structural Engineer. Corrections or written interpretations shall be issued before affected work may proceed. 4. The Contractor shall inform the Structural Engineer, clearly and explicitly in writing of any deviation or substitution from requirements of the contract documents. Contractor shall not be relieved of any requirement of the contract documents by virtue of the Structural Engineer's review of shop drawings, project data, etc., unless the Contractor has clearly and explicitly informed the Structural Engineer in writing of any deviations or substitutions at time of submission. EXISTING CONSTRUCTION 1. Information on existing construction taken from structural drawings Wiener House Addition. Prepared by Ernest Kollar Engineers, Inc, Dated August 24, 2000. 2. All information, dimensions, elevations, etc. shall be considered approximate and shall be field verified by contractor prior to ordering or fabricating material. 3. Report all discrepancies to the Architect/Engineer. 4. In as much as the addition to remodeling, retrofit, renovation or rehabilitation of an existing building requires that certain assumptions be made regarding existing conditions, the contractor must immediately notify the structural engineer if any existing condition deviates from those indicated in the contract documents. 5. Contractor shall verify all existing conditions prior to ordering materials or proceeding with new work in areas affected by existing conditions. Structural Engineer shall be informed in writing of conflicts between existing and proposed new construction. 6. No openings nor any changes or additions shall be made in any existing structural elements without written approval of the Structural Engineer. Where the function of an existing element as structural or non-structural is unclear, the determination of its function will be made solely by the structural engineer. MISCELLANEOUS NOTES 1. The Contractor is solely responsible for all safety regulations, programs and precautions related to all work on this project. 2. The Contractor is solely responsible for the protection of persons and property either on or adjacent to the project and shall protect it against injury, damage, or loss. 3. Means and methods of construction and erection of structural materials are solely the Contractor's responsibility. 4. The structure is designed to function as a unit upon completion of construction of the project and then, only to support the design loads indicated. The Contractor is responsible for means, methods and sequence of construction and the adequacy of the structure to support loads occurring during construction of the project. Furnish all temporary bracing, shoring, and/or support as may be required. 5. No openings, nor any change in size, dimension or location shall be made in any structural element without written approval of the Structural Engineer. 6. Where dimensions or weights of MEP. equipment or systems are variable from manufacturer to manufacturer, verify dimensions and weights shown on drawings with selected manufacturer prior to ordering materials. Notify Structural Engineer of discrepancies. 7. Do not place equipment when shipping or operating weight exceeds weight indicated on structural drawings. 8. Openings 1'-4" or less on a side are generally not shown on the structural drawings. Refer to drawings of other consultants for such openings. 9. Openings through floors and/or roofs for passage of utilities are not located nor dimensioned on structural drawings. Contractor shall obtain and coordinate such locations and dimensions with the contractor requiring the opening. 10. Show all openings through structural members on shop drawings and submit for review. Openings not shown on structural drawings are subject to acceptance and shall be specifically indicated for review and acceptance. 11. Fireproofing of structural elements is not shown on the structural drawings. Refer to the specifications and architectural documents. 12. Do not scale these drawings, use the dimensions shown. In case of conflict, request clarification from Architect and Structural Engineer. 13. No structural modifications, alterations, or repairs shall be made without prior review by Structural Engineer. Submit details and calculations prepared by a professional engineer registered in state where project is located and employed by Contractor. 14. Where structure is to be used for staging or temporary storage area the Contractor shall verify that unit loads do not exceed the design loads for the structure. SPECIFICATIONS 1. These General Notes are intended to function as the structural portion of project specifications. POST INSTALLED ANCHORS IN CONCRETE AND MASONRY GENERAL: 1. Holes are assumed to be dry unless otherwise noted on plans. 2. Holes to be hammer drilled with bit as specified by anchor manufacturer. 3. Anchors specified are based on the specific technical data published by the specified anchor manufacturer. Substitutions are not permitted without approval by the Structural Engineer of Record prior to use. Contractor shall provide calculations demonstrating that the substituted product is capable of achieving the performance values of the specified product. Substitutions will be evaluated by their having an ICC ESR showing compliance with the relevant building code for seismic uses, load resistance, installation category, and availability of comprehensive installation instructions. Adhesive anchor evaluations consider creep, in- service temperature and installation temperature. 4. Install anchors per the manufacturer instructions, as included in the anchor packaging. Installation shall adhere to ICC ESR. Reference plans and details for anchors that are to be installed with reduced torque. 5. Concrete should be allowed to cure a minimum of 21 days prior to adhesive anchor installation. 6. Prior to installation of anchors all installation and inspection personnel shall be instructed on site by a representative of the anchor manufacturer on proper installation techniques and equipment. 7. Anchor capacity is dependent upon spacing between adjacent anchors and proximity of anchors to edge of concrete. Install anchors in accordance with spacing and edge clearances indicated on the drawings. 8. Post-installed anchors to be stainless steel where exposed to exterior and/or corrosive environments unless the anchor is protected. 9. All installers of post-installed adhesive anchors horizontally, vertically or upwardly inclined in concrete to support sustained tension loads shall be certified by ACI/CRSI adhesive anchor installer certification program, or equivalent as required by the IBC. Submit certificates for record. 10. All post-installed anchors in concrete shall be suitable for use in cracked concrete applications. 11. Unless noted otherwise on plans/details all adhesive anchors shall be Hilti HIT-HY200 Safe-Set for concrete and Hilti HY-270 for block and brick. Unless noted otherwise on plans/details all expansion anchors shall be Hilti Kwik-Bolt TZ. See note 3 for substitutions. KL A& Engineers Builders 1717 Washington Avenue, Suite 100 Golden, Colorado 80401 P: (303) 384 9910 F: (303) 384 9915 Buffalo, WY ○ Carbondale, CO ○ Golden, CO ○ Loveland, CO & PROJECT 417 MAIN ST. SUITE B CARBONDALE, CO. 81623 970.274.2589 | INFO@BLDGSEED.COM CONSULTANTS STAMP © COPYRIGHT 2018 - ALL MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL UNPUBLISHED WORK OF BLDG SEED ARCHITECTS AND MAY NOT BE DUPLICATED, USED OR DISCLOSE WITHOUT THE WRITTEN CONSENT OF BLDG SEED ARCHITECTS. TH E S T R U C T U R A L E N G I N E E R S S E A L O N T H I S D R A W I N G I N D I C AT E S T H A T T H E I N F O R M A T I O N S H O W N A N D T H E C A L C U L A T I O N S P E R T A I N I N G T O T H A T I N F O R M A T I O N H A V E B E E N P R E P A R E D B Y Q U A L I F I E D P E O P L E U N D E R TH E D I R E C T I O N O F T H E E N G I N E E R - O F - R E C O R D . T H E S E A L D OE S N O T I M P L Y R E S P O N S I B I L I T Y F O R I N F O R M A T I O N P R E P A R ED B Y O T H E R S N O R F O R A N Y I N F O R M A T I O N N O T S H O W N O N T HI S D R A W I N G A N D S U C H RE S P O N S I B I L I T Y I S S P E C I F I C A L L Y D I S C L A I M E D . O N P H A S E D P R O J E C T S , D R A W I N G S T H A T A R E I S S U E D B U T N O T S E A L E D S H A L L B E C O N S I D E R E D T O B E P R E L I M I N A R Y I N N A T U R E A N D A R E I S S U E D F O R I N F O R M A T I O N ON L Y . TH E S E D R A W I N G S A R E T O B E U S E D I N C O N J U N C T I O N W I T H T HE A R C H I T E C T U R A L D R A W I N G S O N T H E P R O J E C T T O C L E A R L Y D E F I N E AL L O F T H E R E Q U I R E M E N T S F O R T H E C O N S T R U C T I O N . W H E R E C O N F L I C T S O C C U R C O N T A C T A R C H I T E C T F O R C L A R I F I C A T I O N. © 2021 KL&A, INC 4/23/2021 1:19:10 PM S1.00 xxxx GENERAL NOTES BAUHAUS ON GIBSON 701 GIBSON AVE ASPEN, CO 81611 ABBREVIATIONS L length LAT lateral LBS pounds LLH long leg horizontal LLV long leg vertical LONG longitudinal LSL laminated strand lumber LVL laminated veneer lumber LW, LWT lightweight MAS masonry MAX maximum MECH mechanical MFR manufacturer MIN minimum MTL metal (N) new construction No Number NOM nominal NS near side NW, NWT normal weight O/F outside face OC on center OH opposite hand OPNG opening PAF powder actuated fastener PC precast PERP perpendicular PERT pre-engineered roof truss PJP partial joint penetration PL plate PLF pounds per lineal foot PSL parallel strand lumber PT post-tensioning PT pressure treated RE: reference REINF reinforcement REQD required RET retaining SC slip critical SCHED schedule SCL structural composite lumber SIP structural insulated panel SOG slab on grade SPA spacing STFNR stiffener STL steel SUBFLR subfloor T/, TOx top of (S=slab, C=conc, etc) THK thickness TL transfer load TRAN transverse TYP typical UNO unless noted otherwise VERT vertical VIF verify in field W width WP work point WWF welded wire fabric ABBREVIATIONS AB anchor bolt ADDNL additional AFF above finish floor ALT alternate ARCH architectural BLDG building BM beam BOT, B/, BOx bottom of (S=slab, C=conc, etc) BRG bearing BS both sides BTWN between CFS cold-formed steel CIP cast-in-place CJ construction / control joint CJP complete joint penetration CLR clear CMU concrete masonry unit COL column CONC concrete CONN connection CONST construction CONT continuous D depth DIA, H diameter DIM dimension DK deck DTL detail DWGS drawings DWL dowel (E) existing construction EA each EF each face EJ expansion joint ELEV elevation EOx edge of (S=slab, C=conc, etc) EW each way EXP expansion EXT exterior FDN foundation FLR floor FOx face of (S=slab, C=conc, etc) FS far side FTG footing GA gage GB grade beam GC general contractor GEN general GLB glulam HDG hot dip galvanize HDR header HK hook HORIZ horizontal HSA headed stud anchor I/F inside face INT interior JST joist JT joint KIP, K 1000 pounds KLF 1000 pounds per lineal foot NEW SHEET = ñ REVISED DRAWING = ò NO MODIFICATIONS = ó SHEET DELETED = ô SHEET NO.SHEET NAME ISSUE DATE AND TITLE 05 / 0 3 / 2 0 2 1 F O R C O N S T R U C T I O N P E R M I T 0001 PLAN NOTES ñ S1.00 GENERAL NOTES ñ S1.01 GENERAL NOTES ñ S1.02 LOAD KEYS ñ S1.04 TYPICAL DETAILS ñ S3.00 FLOOR PLANS ñ S3.01 FLOOR PLANS ñ S4.00 DETAILS ñ 4. Minimum uniform and concentrated live loads as well as partition loads and applicable live load reductions are determined according to [Section 1607 of the IBC]. 3. All snow loads on the structure for both flat and sloped roofs [are] [shall be] calculated in accordance with [the 2006 IBC] and based on the ground snow load stated above. Roof snow loads [shall] consider the following load conditions: partial loading, unbalanced roof snow loads, snow drifting, and sliding snow. 2. Ground snow load is according to the City of Aspen Building Department. 1. The governing building code defines the applicable edition of referenced codes and standards. Where governing building code does not define referenced codes and standards, the latest edition shall be used. NOTES: Slope Factor, Cs See Load Keys Thermal Factor, Ct 1.0 Exposure Factor, Ce 1.0 Terrain Category B Importance Factor, Is 1.0 Minimum Flat Roof Snow Load, Pf 70 PSF Ground Snow Load, Pg 100 PSF Snow Loading (Notes 2,3,4,6) Risk Category: II Local Jurisdiction: City of Aspen Building Department Building Code: 2015 International Building Code (Note 1) STRUCTURAL DESIGN CRITERIA ISSUE DATE FOR CONSTRUCTION PERMIT 05-03-2021 04/23/2021 06/08/2021 STRUCTURAL STEEL GENERAL: 1. All structural steel work shall conform to AISC 360 and tolerances shall conform to AISC 303 unless noted otherwise. Contractor shall keep a copy of these references on site at all times. 2. Materials – See Steel Materials Table 3. Qualifications - Fabricator and Erector shall be experienced in fabrication and erection of projects of similar size and complexity. TESTING: 1. Tests and inspections shall be performed in compliance with AISC 360 and Chapter 17 of the IBC. Inspections include: Welding, high strength bolting, anchor rod placement, proper use of joint details, fabricated steel, and erected steel frame. Testing includes: UT of full penetration welds, bolt tensioning procedures, shear stud bend tests. 2. See "Special Inspections and Testing" Table. SUBMITTALS: 1. Submittals shall conform to AISC 360. 2. Submittals for structural steel shall include erection drawings, shop drawings, and mill test reports. 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. CONNECTIONS: 1. 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. 2. Connection Design Forces: Factored LRFD values [Unfactored ASD values] 3. 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. 4. HSS Cap Plates: Provide 1/4" cap plates at top of all HSS columns, uno. 5. 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. BOLTS: 1. 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. 2. 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. 3. 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. 4. A307 bolts may be used only where indicated. WELDS: 1. Fillet Welds: Size as indicated, but not less than AISC minimum size. 2. Groove Welds: Full penetration unless noted otherwise. 3. Welds are continuous unless noted otherwise. COLUMN BASE PLATES: 1. Provide flowable grout with a minimum compressive strength tested in accordance with ASTM C109 to achieve a strength of 3,000 psi after one day and the minimum of two times the concrete strength that the base plate is bearing on or 8,000 psi after 28 days. 2. Grout shall show a minimum positive expansion of 0.03% when tested in accordance with ASTM C827. 3. Trim grout to 45 degrees where bearing surface allows. Finish vertical when edge of bearing surface aligns with edge of bearing plate. 4. Grout column bases prior to pouring any elevated slab on deck. WOOD FRAMING GENERAL: 1. All wood construction work shall conform to ANSI/AF&PA NDS unless noted otherwise. Contractor shall keep a copy of these references on site at all times. 2. Materials – See Wood Materials Tables 3. Qualifications – Carpenter shall be experienced in construction of projects of similar size and complexity and shall be knowledgeable of conventional light frame construction practices and minimum nailing requirements of the IBC. PRODUCTS: 1. All wood framing shall be at a moisture content of 19% or less and shall be marked S-Dry (surface dried) or KD (kiln dried). 2. Unless noted otherwise, all sizes noted on these drawings are nominal. Actual sizes are based on "Minimum Dressed-Dry" dimensions according to American Softwood and Lumber Standard PS20-10. 3. Unless noted otherwise, all glulam framing sizes are minimum dressed dimensions in accordance with American Institute of Timber Construction AITC113. 4. Unless noted otherwise, all manufactured framing sizes are based on specified manufacturers published information. 5. Wall studs to be Douglas Fir-Larch (DFL) stud grade @16"OC, unless noted otherwise in the drawings. 6. Wood I-joists: where framing members are noted TJI on the drawings, use engineered products by Weyerhaeuser or approved equal. 7. Structural Panels: Sheathing for roofs and walls shall conform to APA PS-2 standards. All panels shall be Exposure 1, unless noted otherwise. 8. Sills: Sill plates shall be pressure treated Douglas Fir-Larch stamped to show compliance with AWPA standards. WOOD FRAMING (continued) CONNECTORS: 1. All bolts, metal connectors, hangers, anchors, and fasteners in contact with preservative treated wood shall be hot dipped galvanized G90 or stainless steel type 304 or 316. 2. Provide 5/8" diameter anchor bolts @48"OC at the top of all foundation elements for attaching sill plates, except at shear walls. See Shear Wall Nailing Schedule for shear wall anchor bolt spacing. As a minimum, provide two bolts, each within 12" max and 5" min of the ends of each piece of sill plate. 3. J and L type bolts are allowed for anchorage of wood sills. 4. Anchor bolts shall be cast into concrete or grouted into masonry with a minimum embedment of 7". 5. Provide plate washers at all shear wall anchor bolt connections to wall plates. See "Typical Wood Shear Walls - Nailing Schedule and Details" for more information. 6. Nailing shall conform to the minimum requirements contained in Table 2304.10.1 of the IBC unless more stringent requirements are shown on these drawings or in these notes. 7. All nails are to be steel common wire nails and conform to ASTM F1667. 8. Pre-drill nail holes when necessary to prevent splitting. 9. Steel plates for wood construction shall conform to ASTM A36. 10. Bolts shall conform to ASTM A307. 11. All exposed bolts in wood structure which are not in contact with preservative treated wood shall be plain, uncoated steel. 12. Holes for bolts shall be 1/16" oversized. 13. Retighten all bolts prior to closing in. 14. Lag screws shall penetrate the main member a minimum of eight times the shaft diameter unless noted otherwise. 15. Diagonal (toe-nail) lag screws shall be installed with a minimum edge distance of four times the shaft diameter. INSTALLATION: 1. Built-up Columns: Where hidden in a wall, at contractor's option, wood columns may be built-up from 2x laminations. Laminations shall be stitched nailed with staggered 16d@4"OC. Do not splice laminations. 2. At roofs and floors, lay panels with long dimension perpendicular to supports with short edges staggered. 3. Glue and nail floor sheathing to supports with 8d@6"OC edges and 8d@ 12"OC field. 4. Nail roof sheathing to supports with 8d@6"OC edges and 8d@12"OC field. 5. See plans for areas of special blocking and nailing. 6. Nail vertical sheathing to supports with 8d@6"OC edges and 8d@12"OC field for walls not designated as shear walls. 7. Where shear walls are noted on the plans, the sheathing is used as part of the lateral load resisting system. See typical details for attachment of sheathing to supports for wood structural panel shear walls. FRAMING TOLERANCES: 1. Layout of walls and partitions: within 1/4" of intended position. 2. Plates and runners: 1/4" in 8' from a straight line. 3. Studs: 1/4" in 8' out of plumb, not cumulative. 4. Face of framing: 1/4" in 8' from a true plane. STRUCTURAL STEEL (continued) SHOP CLEANING AND PAINTING: 1. 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. 2. 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. 3. 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. 4. 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. ERECTION: 1. No final bolting or welding shall be performed until as much of the structure which will be stiffened thereby has been properly aligned. 2. 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. KL A& Engineers Builders 1717 Washington Avenue, Suite 100 Golden, Colorado 80401 P: (303) 384 9910 F: (303) 384 9915 Buffalo, WY ○ Carbondale, CO ○ Golden, CO ○ Loveland, CO & PROJECT 417 MAIN ST. SUITE B CARBONDALE, CO. 81623 970.274.2589 | INFO@BLDGSEED.COM CONSULTANTS STAMP © COPYRIGHT 2018 - ALL MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL UNPUBLISHED WORK OF BLDG SEED ARCHITECTS AND MAY NOT BE DUPLICATED, USED OR DISCLOSE WITHOUT THE WRITTEN CONSENT OF BLDG SEED ARCHITECTS. TH E S T R U C T U R A L E N G I N E E R S S E A L O N T H I S D R A W I N G I N D I C AT E S T H A T T H E I N F O R M A T I O N S H O W N A N D T H E C A L C U L A T I O N S P E R T A I N I N G T O T H A T I N F O R M A T I O N H A V E B E E N P R E P A R E D B Y Q U A L I F I E D P E O P L E U N D E R TH E D I R E C T I O N O F T H E E N G I N E E R - O F - R E C O R D . T H E S E A L D OE S N O T I M P L Y R E S P O N S I B I L I T Y F O R I N F O R M A T I O N P R E P A R ED B Y O T H E R S N O R F O R A N Y I N F O R M A T I O N N O T S H O W N O N T HI S D R A W I N G A N D S U C H RE S P O N S I B I L I T Y I S S P E C I F I C A L L Y D I S C L A I M E D . O N P H A S E D P R O J E C T S , D R A W I N G S T H A T A R E I S S U E D B U T N O T S E A L E D S H A L L B E C O N S I D E R E D T O B E P R E L I M I N A R Y I N N A T U R E A N D A R E I S S U E D F O R I N F O R M A T I O N ON L Y . TH E S E D R A W I N G S A R E T O B E U S E D I N C O N J U N C T I O N W I T H T HE A R C H I T E C T U R A L D R A W I N G S O N T H E P R O J E C T T O C L E A R L Y D E F I N E AL L O F T H E R E Q U I R E M E N T S F O R T H E C O N S T R U C T I O N . W H E R E C O N F L I C T S O C C U R C O N T A C T A R C H I T E C T F O R C L A R I F I C A T I O N. © 2021 KL&A, INC 4/23/2021 1:19:11 PM S1.01 xxxx GENERAL NOTES BAUHAUS ON GIBSON 701 GIBSON AVE ASPEN, CO 81611 Weld Electrodes E70 (70ksi) High Strength Threaded Studs ASTM A29 or A572 All Threaded Rod and Threaded Studs, UNO ASTM A36 Headed Stud Anchors ASTM A108/A29 Direct-Tension-Indicator Washers ASTM F959 Washers ASTM F436, except plate washers to be ASTM A36 Nuts ASTM A563, Heavy Hex - typical (Group A) - where noted as Group B - where indicated as A307 ASTM F3125 Grade A325 or F1852 ASTM F3125 Grade A490 or F2280 ASTM A307 Gr. A Bolts Anchor Rods ASTM F1554 Gr. 55 w/ Supplement S1 - typical - when noted as 50ksi ASTM A36 (36ksi) ASTM A572 Gr. 50 (50ksi) Plates, Bars, and Threaded Rod Round HSS ASTM A500 Gr. C (46ksi) Rectangular HSS ASTM A500 Gr. C (50ksi) Pipe ASTM A53 Gr. B (35ksi) HP Sections ASTM A572 Gr. 50 (50ksi) M, S, C, MC, L, MT, ST Sections ASTM A36 (36ksi) W and WT Sections ASTM A992 (50ksi) or ASTM A572 Gr. 50 (50ksi) Material Standard STEEL MATERIALS DESIGNATION 20d 0.192 4 16d 0.162 3 1/2 12d 0.148 3 1/4 10d 0.148 3 8d 0.131 2 1/2 6d 0.113 2 Common Nail (Steel Wire) Minimum Diameter (in) Minimum Length (in) COMMON NAIL DIMENSIONS No2 900 psi 1,350 psi 180 psi 1,600 ksi No1 1,000 psi 1,500 psi 180 psi 1,700 ksi DOUGLAS FIR-LARCH (DFL) Species & Grade Flexural Stress Compressive Stress Horizontal Shear Stress Modulus of Elasticity DESIGN VALUES FOR DIMENSIONAL LUMBER Headers and Beams - 2.0E 2,600 psi 2,510 psi 1,555 psi 750 psi 285 psi 2,000 ksi LAMINATED VENEER LUMBER (LVL) Type - E Flexural Stress Compressive Stress Tensile Stress Compressive Stress Perp Horiz Shear Stress Modulus of Elasticity DESIGN VALUES FOR MANUFACTURED LUMBER Walls 32/16 15/32" Floors (Sturd-I T&G) 24 OC Single Floor 23/32" Roof over T&G Decking 24/0 3/8" Supporting Element APA Span Rating Minimum Thickness WOOD STRUCTURAL PANEL REQUIREMENTS ISSUE DATE FOR CONSTRUCTION PERMIT 05-03-2021 04/23/2021 06/08/2021 LOAD AREA PATTERN SELF WEIGHT (psf)DESCRIPTION OF LOAD NOTES SUPERIMPOSED LOADS DEAD LOAD (psf) LIVE LOAD (psf) SNOW LOAD (psf) TYPICAL RESIDENTIAL FLOOR101540-- NOTES: 1. STAIRS TO BE DESIGNED BY STAIR MANUFACTURER. SELF-WEIGHT AND SUPERIMPOSED DEAD LOADS TO BE DETERMINED BY STAIR MANUFACTURER. 2. DRIFTING SNOW LOADS ARE DEFINED BY DIAGRAM TO THE RIGHT. 3. ROOF LIVE AND SNOW LOADS DO NOT ACT CONCURRENTLY. 4. VERTICAL WIND LOADS ARE MWFRS LOADS AND HAVE NOT BEEN REDUCED BY DEAD LOADS. NEGATIVE LOADS ARE UPLIFT. RE: STRUCTURAL DESIGN CRITERIA TABLE FOR COMPONENTS AND CLADDING DESIGN CRITERIA. 5. NEGATIVE LOADS ARE UPLIFT AND HAVE NOT BEEN REDUCED BY DEAD LOADS. -- LOAD KEY LEGEND 1 TYPICAL ROOF102070 --2 3 10 DRIFTING SNOW LOAD DIAGRAM Pd Pf Ld DECK10 60 70+DRIFT --15 2 2 1 1 B B 3 3 C C 1 3 DR I F T # 1 2 2 1 1 B B 3 3 C C 2 KL A& Engineers Builders 1717 Washington Avenue, Suite 100 Golden, Colorado 80401 P: (303) 384 9910 F: (303) 384 9915 Buffalo, WY ○ Carbondale, CO ○ Golden, CO ○ Loveland, CO & PROJECT 417 MAIN ST. SUITE B CARBONDALE, CO. 81623 970.274.2589 | INFO@BLDGSEED.COM CONSULTANTS STAMP © COPYRIGHT 2018 - ALL MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL UNPUBLISHED WORK OF BLDG SEED ARCHITECTS AND MAY NOT BE DUPLICATED, USED OR DISCLOSE WITHOUT THE WRITTEN CONSENT OF BLDG SEED ARCHITECTS. TH E S T R U C T U R A L E N G I N E E R S S E A L O N T H I S D R A W I N G I N D I C AT E S T H A T T H E I N F O R M A T I O N S H O W N A N D T H E C A L C U L A T I O N S P E R T A I N I N G T O T H A T I N F O R M A T I O N H A V E B E E N P R E P A R E D B Y Q U A L I F I E D P E O P L E U N D E R TH E D I R E C T I O N O F T H E E N G I N E E R - O F - R E C O R D . T H E S E A L D OE S N O T I M P L Y R E S P O N S I B I L I T Y F O R I N F O R M A T I O N P R E P A R ED B Y O T H E R S N O R F O R A N Y I N F O R M A T I O N N O T S H O W N O N T HI S D R A W I N G A N D S U C H RE S P O N S I B I L I T Y I S S P E C I F I C A L L Y D I S C L A I M E D . O N P H A S E D P R O J E C T S , D R A W I N G S T H A T A R E I S S U E D B U T N O T S E A L E D S H A L L B E C O N S I D E R E D T O B E P R E L I M I N A R Y I N N A T U R E A N D A R E I S S U E D F O R I N F O R M A T I O N ON L Y . TH E S E D R A W I N G S A R E T O B E U S E D I N C O N J U N C T I O N W I T H T HE A R C H I T E C T U R A L D R A W I N G S O N T H E P R O J E C T T O C L E A R L Y D E F I N E AL L O F T H E R E Q U I R E M E N T S F O R T H E C O N S T R U C T I O N . W H E R E C O N F L I C T S O C C U R C O N T A C T A R C H I T E C T F O R C L A R I F I C A T I O N. © 2021 KL&A, INC 4/23/2021 1:19:11 PM S1.02 xxxx LOAD KEYS BAUHAUS ON GIBSON 701 GIBSON AVE ASPEN, CO 81611 DRIFT SCHEDULE Pd (PSF) Ld (FT) DRIFT #1 45.0 8'-6" 1/16" = 1'-0"1 LOAD KEY LEVEL 2 1/16" = 1'-0"2 LOAD KEY ROOF ISSUE DATE FOR CONSTRUCTION PERMIT 05-03-2021 04/23/2021 06/08/2021 TYPICAL SHEAR TAB (SINGLE PLATE) CONNECTIONS - ASD (AISC 360-10) BEAM TO COLUMN OR WIDE FLANGE GIRDER 3/4"H A325N BOLTS E70XX ELECTRODES Fy=36 KSI TABS Fy=50 KSI BEAMS, GIRDERS, AND COLUMNS Fy=35 KSI PIPE 12 (15) 14 (15) 26 (28) 28 5 (9) 8 (12) 15 (19) 26 5 (6) 6 13 13 MEMBER DEPTH W8 W10 W12 W14 ROWS OF BOLTS 2 2 3 3 MAX COPE DEPTH (in) MAX COPE LENGTH (in)SINGLE COPE DOUBLE COPE 1 1.5 1.5 1.5 4 4 4 4 "A"<=3 1/2" NO COPE "A"<=3" 13 (16) 15 (16) 29 29 NOTES: 1. CONNECTION CAPACITY MUST MEET OR EXCEED REACTION SHOWN ON PLAN. CONTACT STRUCTURAL ENGINEER FOR ALTERNATE CONNECTION WHEN TABLE VALUES ARE EXCEEDED. 2. VALUES IN (#) APPLY TO BEAM SIZES W8x15, W10x17, W12x19, AND HEAVIER. 3. VALUES IN [#] APPLY TO W24 W/ (7) BOLTS, USE (7) BOLTS WHERE LOAD INDICATED ON PLAN EXCEEDS CAPACITY OF (6) BOLT CONNECTION. (7) BOLT CONNECTION REQUIRES ENCROACHMENT OF BEAM FILLET (K). 4. CAPACITIES ARE BASED ON AISC 360-10, ALLOWABLE STRENGTH DESIGN (ASD). 5. HOLES IN SHEAR TAB FOR 5 ROWS OF BOLTS AND LESS MAY BE EITHER STANDARD OR SHORT-SLOT HOLES. 6. * INDICATES AT 6 ROWS OF BOLTS AND GREATER, HOLES IN SHEAR TAB ARE REQUIRED TO BE SHORT-SLOT HOLES OR SHEAR TAB THICKNESS SHALL BE REDUCED TO 5/16 THICKNESS WITH STANDARD HOLES "A"=5" DOUBLE COPE CAPACITY (K) STEEL GIRDER ROWS SEE COLUMN GRAPHIC FOR DIMENSIONAL LIMITATIONS STEEL BEAM NOTE TO DETAILER: OFFSET SHEAR TABS WHEN BEAMS ON OPPOSITE SIDES OF GIRDER ALIGN. SHEAR TAB TO WF GIRDER SKEWED SHEAR TAB DETAIL "A" TOP FLANGE REMOVED FOR CLARITY 1/4 1/4 TYP 1/4 1/4H=0X (1/4) 1/4H=45X NO PLATE PREP HY45X NOTES: 1. RE: AISC TABLE 10-14C FOR WELD AND PLATE PREP REQUIREMENTS. 2. IF H>45X, USE BENT PLATE CONNECTION ON OBTUSE SIDE. ENGINEER TO PROVIDE OR VERIFY DETAIL. 3/8 1/40X<HY17X NO PLATE PREP 1/2 1/417X<HY30X NO PLATE PREP 5/16 1/430X<H<45X W/ PLATE PREP . ROWS [ COL AND BEAM "A" 3/8" PLATE, TYP RE: NOTE 6 STEEL BEAMWF OR HSS/PIPE COLUMN, 1/4" MIN WALL THICKNESS FOR HSS AND PIPES SHEAR TAB TO WF COLUMN SIMILAR CONNECTION TO FACE OF HSS OR PIPE COLUMN 1/4 1/4 TYP TY P 3" AT WF COLUMN WEB, RE: EXTENDED SHEAR TAB TYPICAL DETAIL AS REQUIRED MIN 1 1/4" 1 1/2" MIN 1 1/2" MIN FULL DEPTH STIFFENER BOTH SIDES, RE: SCHEDULE FOR THICKNESS, CENTER UNDER COLUMN UNO STL BM (4) BOLTS, MATCH TYPICAL JOB BOLT HSS OR WF COLUMN, MAY OCCUR ABOVE, BELOW, OR BOTH BEAM SHEAR SPLICE WHERE OCCURS, RE: SHEAR SPLICE TYPICAL DETAILS RE: PLAN 1/4 FOR HSS COLUMN . EXTEND STIFFENER WHERE BEAM FRAMES PERPENDICULAR FOR SHEAR TAB CONN, RE: SHEAR TAB TYP DETAIL STANDARD BEAM GAGE MIN BEAM WIDTH = 4 1/2" tw tw 3 SIDES AT SHEAR TAB CONN STIFFENER SHALL BE ± 1/4" OFF OUTSIDE FACE OF BEAM FLANGE (EXCEPT WHEN EXTENDED FOR USE AS SHEAR TAB CONN) CLIP CORNER AS REQD TO CLEAR BEAM 'K' FLANGE WIDTH STIFFENER THICKNESS tp1 STIFFENER TABLE 6" OR LESS > 6" TO 9" > 9" TO 12" > 12" TO 15" > 15" 3/8" 5/8" 3/4" 1" SPECIAL DESIGN REQUIRED tw tw3 SIDES TYP FLANGE THICKNESS 1/2" OR LESS > 1/2" TO 3/4" > 3/4" TO 1" > 1" TO 1 1/4" > 1 1/4" STIFFENER THICKNESS tp2 1/4" 3/8" 1/2" 5/8" STIFFENER THICKNESS SHALL BE THE MAXIMUM VALUE OF tp1 OR tp2 LISTED ABOVE BASED ON BEAM GEOMETRY tw 1/4" 3/8" 3/8" 3/8" tw 3/16" 1/4" 5/16" 3/8" 1/4 FOR WF COLUMN CAP PLATE AND BASE PLATE, GREATER OF 1/2" OR BEAM FLANGE THICKNESS, MAXIMUM THICKNESS OF 1", INCREASE PLATE THICKNESS IN 1/4" INCREMENTS TYP 1 1/2" 2" SPECIAL DESIGN REQUIRED 16d@16"OC, TYP (2)16d ENDNAIL THROUGH ONE PLATE TO STUD 2x STUDS @16"OC, UNO RE: PLAN NOTES FOR SPECIES AND GRADE OR T/SLAB T/SHEATHING (2)16d END NAILS OR (2)8d TOE NAILS EA SIDE OF STUD HEADER, RE: PLAN OR SCHED RE: HEADER SCHEDULE FOR NUMBER OF TRIMMER AND KING STUDS SIMPSON A34 AT EA CORNER OF OPENING, TYP RE: TYPICAL DETAILS TOP PLATE SPLICE CS18x24" COIL STRAP W/ (36)10d NAILS EA END OF HEADER, UNO HEADER CONNECTION RE: HEADER SCHEDULE ADD 2x BLOCKING 2x PRESSURE TREATED SILL PLATE, UNO 5/8"H GALVANIZED ANCHOR BOLT @48"OC, RE: SHEAR WALL SCHEDULE FOR ANCHORAGE AT SHEAR WALLS 9" MAX 3" MIN NOTES: 1. NOTES ON PLAN SUPERCEDE TYPICAL DETAIL. 2. RE: TYPICAL WOOD SHEAR WALL ELEVATION AND SHEAR WALL NAILING SCHEDULE FOR FRAMING CONDITIONS AT SHEAR WALLS. 3. WHERE WOOD BEARING WALLS ARE LOCATED BELOW, FASTEN BOTTOM PLATE TO RIM BOARD BELOW FLOOR SHEATHING WITH 16d@8"OC. 4. DETAIL IS TYPICAL UNO ON PLAN, ELEVATIONS, SECTIONS, OR DETAILS. RE: TYPICAL STUD PACK NAILING7" MIN EMBED SIMPSON A34 TYP WHERE OPENING GREATER THAN 4'-0" T&B OF STUD PACK WIND GIRT, Wo = 7'-0" MAX: (1) 2x6 W/SIMPSON A35 EA SIDE 10'-0" MAX: (2) 2x6 W/ (2) SIMPSON A35 EA SIDE OR (1) LS50 EA SIDE 12'-0" MAX (2)16d FROM SILL TO STUD Wo 4'-0" MAX, TYP 1/2" GAP 3 1/2" 1 1/2" T/SHEATHING 1 1/2" 3" 2" 1/4 1/4 NOTES: 1. WOOD BEAM MAY BE SLOPED, RE: PLANS. 2. MULTIPLE CONNECTIONS MAY OCCUR, RE: PLANS. 3. MIN 1/4" WALL ON HSS HSS COLUMN 1/4" BEARING PLATE, WIDTH TO MATCH BEAM WIDTH KNIFE PL1/4x5 1/2x0'-6 1/2" W/ (2) 3/4"H A307 BOLTS, 1" MAX COUNTERSINK WOOD BEAM, RE: PLAN KL A& Engineers Builders 1717 Washington Avenue, Suite 100 Golden, Colorado 80401 P: (303) 384 9910 F: (303) 384 9915 Buffalo, WY ○ Carbondale, CO ○ Golden, CO ○ Loveland, CO & PROJECT 417 MAIN ST. SUITE B CARBONDALE, CO. 81623 970.274.2589 | INFO@BLDGSEED.COM CONSULTANTS STAMP © COPYRIGHT 2018 - ALL MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL UNPUBLISHED WORK OF BLDG SEED ARCHITECTS AND MAY NOT BE DUPLICATED, USED OR DISCLOSE WITHOUT THE WRITTEN CONSENT OF BLDG SEED ARCHITECTS. TH E S T R U C T U R A L E N G I N E E R S S E A L O N T H I S D R A W I N G I N D I C AT E S T H A T T H E I N F O R M A T I O N S H O W N A N D T H E C A L C U L A T I O N S P E R T A I N I N G T O T H A T I N F O R M A T I O N H A V E B E E N P R E P A R E D B Y Q U A L I F I E D P E O P L E U N D E R TH E D I R E C T I O N O F T H E E N G I N E E R - O F - R E C O R D . T H E S E A L D OE S N O T I M P L Y R E S P O N S I B I L I T Y F O R I N F O R M A T I O N P R E P A R ED B Y O T H E R S N O R F O R A N Y I N F O R M A T I O N N O T S H O W N O N T HI S D R A W I N G A N D S U C H RE S P O N S I B I L I T Y I S S P E C I F I C A L L Y D I S C L A I M E D . O N P H A S E D P R O J E C T S , D R A W I N G S T H A T A R E I S S U E D B U T N O T S E A L E D S H A L L B E C O N S I D E R E D T O B E P R E L I M I N A R Y I N N A T U R E A N D A R E I S S U E D F O R I N F O R M A T I O N ON L Y . TH E S E D R A W I N G S A R E T O B E U S E D I N C O N J U N C T I O N W I T H T HE A R C H I T E C T U R A L D R A W I N G S O N T H E P R O J E C T T O C L E A R L Y D E F I N E AL L O F T H E R E Q U I R E M E N T S F O R T H E C O N S T R U C T I O N . W H E R E C O N F L I C T S O C C U R C O N T A C T A R C H I T E C T F O R C L A R I F I C A T I O N. © 2021 KL&A, INC 4/23/2021 1:19:12 PM S1.03 xxxx TYPICAL DETAILS BAUHAUS ON GIBSON 701 GIBSON AVE ASPEN, CO 81611 NTS1TYPICAL SHEAR TAB CONNECTIONS NTS4TYPICAL BEAM STIFFENERS AT COLUMNS NTS3TYPICAL BEARING WALL ELEVATION NTS2WOOD BEAM TO STEEL COLUMN CONNECTION ISSUE DATE FOR CONSTRUCTION PERMIT 05-03-2021 04/23/2021 06/08/2021 1.1"x6" sheathing to each bearing or joist; face nail 2.1"x8" and wider sheathing to each bearing; face nail 3.2" subfloor to joist, girder, or blocking; blind and face nail 6.Bottom plate to joist or blocking; face nail 7.Top or bottom plate to stud; end nail 8.Stud to top or bottom plate 9.Stud to stud; face nail 10.Top plate to top plate; face nail 11.Top plate to top plate at end joints; each side of end joint, face nail (min 24" lap splice length each side of end joint) 14.Built-up header (2" to 2"); face nail 16.Ceiling joists to plate; toenail 15.Continuous header to stud; toenail 17.Ceiling joists not attached to parallel rafter, laps over partitions; face nail 18.Ceiling joists attached to parallel rafter 19.Joist at all bearings; toenail 23.1" brace to each stud and plate; face nail 24.Built-up corner studs 25.Built-up girder and beams 26.2" planks; face nail 27.Bridging to joist 28.Plywood Sheathing (2) 8d (3) 8d (2) 16d 16d@16"OC (2) 16d (4) 8d toenail or (2) 16d end nail 16d@24"OC 16d@16"OC (8) 16d 16d@16"OC each face (3) 8d (4) 8d (3) 16d RE: IBC Table 2308.7.3.1 (3) 8d (2) 8d 16d@24"OC 20d@32"OC at top and bottom and staggered (2) 20d at ends and at each splice (2) 16d at each bearing (2) 8d At shear walls -RE: "Typical Wood Shear Walls - Nailing Schedule and Details" Other walls -RE: general or plan notes Blocking between joists and rafters -To joists or rafters -Toenails each side, each end THIS DETAIL CONFORMS TO ALL IBC 2015 (AND OLDER) REQUIREMENTS TYPICAL MINIMUM NAILING REQUIREMENTS CONNECTION COMMON NAILS ALTERNATE OPTION -- -- -- (3) 3"x0.131"H (4) 3"x0.131"H toenail or (3) 3"x0.131"H end nail 3"x0.131"H@12"OC 3"x0.131"H@16"OC 3"x0.131"H@12"OC -- -- (3) 3"x0.131"H (4) 3"x0.131"H (3) 3"x0.131"H 21.Rafter or roof truss to top plate; toenail (3) 10d (4) 3"x0.131"H 22.Roof rafters to ridge valley or hip rafters, or roof rafter to 2" ridge beam (2) 16d end nail or (3) 10d toenail (3) 3"x0.131"H end nail or (4) 3"x0.131"H toenail (2) 3"x0.131"H 3"x0.131"H@12"OC 3"x0.131"H@24"OC at top and bottom and staggered (3) 3"x0.131"H at ends and at each splice Manufactured Lumber:As required by manufacturer but not less than nailing for Dimensional Lumber -- (2) 3"x0.131"H Blocking between studs, each end (2) 16d end nail or (2) 10d toenail (3) 3"x0.131"H end nail or (2) 3"x0.131"H toenail 12.Top plate laps at corners and intersections; face nail (2) 16d (12) 3"x0.131"H (3) 3"x0.131"H Dimensional Lumber: 4.Blocking between ceiling joists, rafters or trusses to top plate or other framing below; each end, toenail (3) 8d (3) 3"x0.131"H 5.Blocking between rafters or truss to rafter or truss (2) 8d toenail ea end or (2) 16d end nail (2) 3"x0.131"H toenail ea end or (3) 3"x0.131"H end nail 13.Rim joist or blocking to top plate, sill or other framing below; toenail 8d@6"OC 3"x0.131"H@6"OC 20.Joist to rim joist; end nail (3) 16d (4) 3"x0.131"H D 3xD MIN EQ EQ 2" MIN D/3 MAX D 3xD MIN D/10 MAX D/5 MAX NEATLY BORED HOLE D/3 MAX D 6" MAX(12) 16d D/2 MAX D (6) 16d 1 1/2" x 16GA STRAP EACH PLATE EACH SIDE OF NOTCH/HOLE 1 1/4" x 12GA STRAP EACH PLATE A. SECTION - HOLES IN WOOD STUDS B. PLAN - NOTCHES IN WOOD PLATES NOT IN SHEAR WALLS C. PLAN - NOTCHES IN WOOD PLATES AT SHEAR WALLS D. SECTION -NOTCHES AND HOLES IN WOOD JOISTS AND RAFTERS (NOTCHES NOT PERMITTED IN STUDS) (APPLIES TO DIMENSIONAL LUMBER ONLY. FOR MANUFACTURED LUMBER OR WOOD I-JOIST RE: MANUFACTURER OR CONTACT ENGINEER) PLATE PENETRATION 4" 4"8" 1 1/2" 1 1/2" 4"8" 1 1/2" 1 1/2" 4"8" 1 1/2" 1 1/2" 4TH PART TYP (3) PART COL STAGGERED 10d OR 16d COMMON WIRE NAILS @4"OC, ALT SIDES (3) PART COL STAGGERED 16d COMMON WIRE NAILS @4"OC, ALT SIDES (4, OR 5) PART COL 4TH PART - STAGGERED 16d COMMON WIRE NAILS @4"OC 4TH PART TYP (3) PART COL (2) PART COL TYPICAL STUDS, RE: PLAN FOR SPACING ATTACH SHEATHING W/ FIELD NAILING OR SCREWS (3), (4), OR (5) PART STUD PACK PLYWOOD, OSB OR GYPSUM WALL SHEATHING NAILS OR SCREWS AT 8"OC MAX AT BOUNDARY AND MIDDLE LAMINATIONS AT (5) PLY STUD PACK NAILS OR SCREWS @8"OC MAX AT BOUNDARY LAMINATIONS OF STUD PACK TYPICAL WALL SHEATHING TO STUD PACK ATTACHMENT SPAN DIMENSIONED DOUGLAS-FIR LSL ALTERNATES LVL ALTERNATES GLULAM ALTERNATES 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" (3)2x6 (3)2x8 (3)2x10 (3)2x12 N/A N/A N/A N/A (2)1 3/4"x5 1/2" (2)1 3/4"x5 1/2" (2)1 3/4"x7 1/4" (3)1 3/4"x7 1/4" (3)1 3/4"x9 1/4" (3)1 3/4"x9 1/4" (3)1 3/4"x11 1/4" (3)1 3/4"x11 7/8" (2)1 3/4"x5 1/2" (2)1 3/4"x5 1/2" (3)1 3/4"x5 1/2" (3)1 3/4"x7 1/4" (2)1 3/4"x9 1/4" (3)1 3/4"x9 1/4" (2)1 3/4"x11 1/4" (3)1 3/4"x11 1/4" 3 1/2"x6" 3 1/2"x6" 3 1/2"x7 1/2" 3 1/2"x9" 3 1/2"x9" 3 1/2"x10 1/2" 3 1/2"x11 7/8" 3 1/2"x13 1/2" 1 SPAN DIMENSIONED LUMBER DOUGLAS-FIR LSL ALTERNATES LVL ALTERNATES GLULAM ALTERNATES 3'-0" 4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" (2)2x4 (3)2x4 (2)2x6 (3)2x6 (2)2x8 (3)2x8 (3)2x10 (3)2x10 (2)1 3/4"x5 1/2" (2)1 3/4"x5 1/2" (2)1 3/4"x5 1/2" (2)1 3/4"x5 1/2" (3)1 3/4"x5 1/2" (2)1 3/4"x7 1/4" (3)1 3/4"x7 1/4" (2)1 3/4"x9 1/2" (2)1 3/4"x5 1/2" (2)1 3/4"x5 1/2" (2)1 3/4"x5 1/2" (2)1 3/4"x5 1/2" (3)1 3/4"x5 1/2" (2)1 3/4"x7 1/4" (2)1 3/4"x7 1/4" (3)1 3/4"x7 1/4" 3 1/2"x6" 3 1/2"x6" 3 1/2"x6" 3 1/2"x6" 3 1/2"x6" 3 1/2"x7 1/2" 3 1/2"x7 1/2" 3 1/2"x7 1/2" HEADER CONNECTION HEADER CONNECTION NO OF BEARING STUDS EACH END 1 1 1 1 1 1 1 1 NO OF BEARING STUDS EACH END 1 2 2 2 2 3 3 RECOMMENDED HEADERS IN INTERIOR NON-LOAD BEARING WALLS HEADERS IN LOAD BEARING WALLS ELEVATION BEARING STUDS EACH SIDE, RE: TABLE HEADER HEADER CONNECTION, RE: TABLE NOTES: 1. THIS TABLE APPLIES TO HEADERS WHICH ARE NOT EXPLICITLY CALLED OUT ON PLAN WITH SPANS OF 10'-0" OR LESS 2. HEADERS IN LOAD BEARING WALLS DESIGNED FOR 1500 PLF DEAD + LIVE LOAD. 3. HEADERS IN NON-LOAD BEARING WALLS DESIGNED FOR 400 PLF DEAD + LIVE LOAD. 4. DIMENSIONED LUMBER HEADERS TO BE DOUGLAS-FIR No2. 5. LVL = LAMINATED VENEER LUMBER: Fb = 2600 PSI, E = 2000 KSI 6. LSL = LAMINATED STRAND LUMBER: Fb = 2250 PSI, E = 1500 KSI 7. GLULAM GRADE IS 24F-V4 DF 8. LIVE LOAD DEFLECTION CRITERIA IS L/360 9. HEADERS SUPPORTING POINT LOADS FROM BEAMS OR COLUMNS SHOULD NOT BE SIZED FROM THIS TABLE. NOTIFY STRUCTURAL ENGINEER. 10. RE: ARCH FOR LOCATIONS OF NON-LOAD BEARING WALLS. HEIGHT = 12'-0" (MAX) SPAN KING (WIND) STUDS EACH SIDE. MINIMUM NUMBER OF KING STUDS EACH SIDE IS EQUAL TO HALF THE NUMBER OF STUDS INTERRUPTED BY HEADER PLUS ONE, (2) MIN 10 (2)10d (8)10d NOTES: 1. THIS TABLE APPLIES TO HEADERS WHICH ARE NOT EXPLICITLY CALLED OUT ON PLAN WITH SPANS OF 10'-0" OR LESS 2. HEADERS IN LOAD BEARING WALLS DESIGNED FOR 1500 PLF DEAD + LIVE LOAD. 3. HEADERS IN NON-LOAD BEARING WALLS DESIGNED FOR 400 PLF DEAD + LIVE LOAD. 4. DIMENSIONED LUMBER HEADERS TO BE HEM-FIR No2. 5. LVL = LAMINATED VENEER LUMBER: Fb = 2600 PSI, E = 2000 KSI 6. LSL = LAMINATED STRAND LUMBER: Fb = 2250 PSI, E = 1500 KSI 7. GLULAM GRADE IS 24F-V4 DF 8. LIVE LOAD DEFLECTION CRITERIA IS L/360 9. HEADERS SUPPORTING POINT LOADS FROM BEAMS OR COLUMNS SHOULD NOT BE SIZED FROM THIS TABLE. NOTIFY STRUCTURAL ENGINEER. 10. RE: ARCH FOR LOCATIONS OF NON-LOAD BEARING WALLS. (8)10d (6)10d (6)10d (6)10d (4)10d (4)10d (4)10d (2)10d (2)10d (2)10d (2)10d (2)10d (2)10d (2)10d KL A& Engineers Builders 1717 Washington Avenue, Suite 100 Golden, Colorado 80401 P: (303) 384 9910 F: (303) 384 9915 Buffalo, WY ○ Carbondale, CO ○ Golden, CO ○ Loveland, CO & PROJECT 417 MAIN ST. SUITE B CARBONDALE, CO. 81623 970.274.2589 | INFO@BLDGSEED.COM CONSULTANTS STAMP © COPYRIGHT 2018 - ALL MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL UNPUBLISHED WORK OF BLDG SEED ARCHITECTS AND MAY NOT BE DUPLICATED, USED OR DISCLOSE WITHOUT THE WRITTEN CONSENT OF BLDG SEED ARCHITECTS. TH E S T R U C T U R A L E N G I N E E R S S E A L O N T H I S D R A W I N G I N D I C AT E S T H A T T H E I N F O R M A T I O N S H O W N A N D T H E C A L C U L A T I O N S P E R T A I N I N G T O T H A T I N F O R M A T I O N H A V E B E E N P R E P A R E D B Y Q U A L I F I E D P E O P L E U N D E R TH E D I R E C T I O N O F T H E E N G I N E E R - O F - R E C O R D . T H E S E A L D OE S N O T I M P L Y R E S P O N S I B I L I T Y F O R I N F O R M A T I O N P R E P A R ED B Y O T H E R S N O R F O R A N Y I N F O R M A T I O N N O T S H O W N O N T HI S D R A W I N G A N D S U C H RE S P O N S I B I L I T Y I S S P E C I F I C A L L Y D I S C L A I M E D . O N P H A S E D P R O J E C T S , D R A W I N G S T H A T A R E I S S U E D B U T N O T S E A L E D S H A L L B E C O N S I D E R E D T O B E P R E L I M I N A R Y I N N A T U R E A N D A R E I S S U E D F O R I N F O R M A T I O N ON L Y . TH E S E D R A W I N G S A R E T O B E U S E D I N C O N J U N C T I O N W I T H T HE A R C H I T E C T U R A L D R A W I N G S O N T H E P R O J E C T T O C L E A R L Y D E F I N E AL L O F T H E R E Q U I R E M E N T S F O R T H E C O N S T R U C T I O N . W H E R E C O N F L I C T S O C C U R C O N T A C T A R C H I T E C T F O R C L A R I F I C A T I O N. © 2021 KL&A, INC 4/23/2021 1:19:13 PM S1.04 xxxx TYPICAL DETAILS BAUHAUS ON GIBSON 701 GIBSON AVE ASPEN, CO 81611 NTS1TYPICAL MINIMUM NAILING REQUIREMENTS NTS2 TYPICAL REQUIREMENTS FOR HOLES AND NOTCHES IN WOOD MEMBERS NTS3TYPICAL STUD PACK NAILING NTS4TYPICAL WOOD HEADER TABLE ISSUE DATE FOR CONSTRUCTION PERMIT 05-03-2021 04/23/2021 06/08/2021 DN UP 2 1 B 13 B C 2 3 C 2 1/4" VIF VIF 4'-5 7/8"HSS4x4x1/4(E) FDN WALL 1 S4.00 VIF 8" 29'-5 3/4" VIF VIF 19'-9 3/8" VIF 9'-8 3/8" VIF 23'-1 1/2" 2 1 B PRIVATE CLOSET 213 GUEST BATH 210 GUEST VANITY 209 HALL 203 CABANA 208 HALL 201 BAR 202 PLAY 204 EVERLY BATH 205 EVERLY BED 206 ATTIC NE A03 ATTIC SE A04 DARIN OFFICE 207 UPPER STAIR 200 UPPER PATIO P03 3 C (E) (3)2x12 (E ) ( 3 ) 1 1 1 / 4 " L V L (E ) ( 3 ) 2 x 1 2 (E ) W 1 0 x 3 0 (E ) W 1 0 x 7 7 W10x39 (E) 2x12 @24"OC 2 S4.00 7K7K (E) (3)2x12 CONT (E) (2)2x12 (3)11 7/8" LVL DO W N FL A T L V L T R E A D , T Y P (N) RAILING, RE: ARCH AND RE: 2/S4.00 (N)2x12 INFILL FRAMING. (E) WALL REMOVAL; STAIR OPENING DOES NOT CHANGE STRINGER BELOW, RE: 3 S4.00HSS4x4x1/44 S4.00 RE: 4/S4.00 5 S4.00 16'-5" VIF 21'-8 1/4" 7 S4.00 VIF 23'-1 1/2" 29'-5 3/4" VIF VIF 19'-9 3/8" VIF 9'-8 3/8" 1. TYPICAL COLUMN IS (3)2x6 DFL No.2 OR (3)LSL, UNO. 2. ALL LVL MATERIAL IS TO BE 1 3/4" THICK, UNO. 3. RE: ARCH FOR WINDOW AND DOOR LOCATIONS. 4. RE: SHEETS S1.00-S1.01 FOR GENERAL NOTES AND LEGENDS 5. RE: SHEET S1.02 FOR LOAD KEYS 6. RE: SHEETS S1.03-S1.04 FOR TYPICAL DETAILS MAIN LEVEL/UPPER LEVEL PLAN NOTES: KL A& Engineers Builders 1717 Washington Avenue, Suite 100 Golden, Colorado 80401 P: (303) 384 9910 F: (303) 384 9915 Buffalo, WY ○ Carbondale, CO ○ Golden, CO ○ Loveland, CO & PROJECT 417 MAIN ST. SUITE B CARBONDALE, CO. 81623 970.274.2589 | INFO@BLDGSEED.COM CONSULTANTS STAMP © COPYRIGHT 2018 - ALL MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL UNPUBLISHED WORK OF BLDG SEED ARCHITECTS AND MAY NOT BE DUPLICATED, USED OR DISCLOSE WITHOUT THE WRITTEN CONSENT OF BLDG SEED ARCHITECTS. TH E S T R U C T U R A L E N G I N E E R S S E A L O N T H I S D R A W I N G I N D I C AT E S T H A T T H E I N F O R M A T I O N S H O W N A N D T H E C A L C U L A T I O N S P E R T A I N I N G T O T H A T I N F O R M A T I O N H A V E B E E N P R E P A R E D B Y Q U A L I F I E D P E O P L E U N D E R TH E D I R E C T I O N O F T H E E N G I N E E R - O F - R E C O R D . T H E S E A L D OE S N O T I M P L Y R E S P O N S I B I L I T Y F O R I N F O R M A T I O N P R E P A R ED B Y O T H E R S N O R F O R A N Y I N F O R M A T I O N N O T S H O W N O N T HI S D R A W I N G A N D S U C H RE S P O N S I B I L I T Y I S S P E C I F I C A L L Y D I S C L A I M E D . O N P H A S E D P R O J E C T S , D R A W I N G S T H A T A R E I S S U E D B U T N O T S E A L E D S H A L L B E C O N S I D E R E D T O B E P R E L I M I N A R Y I N N A T U R E A N D A R E I S S U E D F O R I N F O R M A T I O N ON L Y . TH E S E D R A W I N G S A R E T O B E U S E D I N C O N J U N C T I O N W I T H T HE A R C H I T E C T U R A L D R A W I N G S O N T H E P R O J E C T T O C L E A R L Y D E F I N E AL L O F T H E R E Q U I R E M E N T S F O R T H E C O N S T R U C T I O N . W H E R E C O N F L I C T S O C C U R C O N T A C T A R C H I T E C T F O R C L A R I F I C A T I O N. © 2021 KL&A, INC 4/23/2021 1:19:15 PM S3.00 xxxx FLOOR PLANS BAUHAUS ON GIBSON 701 GIBSON AVE ASPEN, CO 81611 1/4" = 1'-0"1 MAIN LEVEL FRAMING PLAN 1/4" = 1'-0"2 UPPER LEVEL FRAMING PLAN ISSUE DATE FOR CONSTRUCTION PERMIT 05-03-2021 04/23/2021 06/08/2021 2 1 B 3 CW14x22 (3 ) 1 1 7 / 8 " L V L (E ) W 1 0 x 2 6 (E ) G L B B E A M (E) ROOF (E) ROOF RAFTERS 17'-6" 6 S4.00 29'-5 3/4" VIF VIF 19'-9 3/8" VIF 9'-8 3/8" VIF 23'-1 1/2" VIF (E) COL BELOW [ VIF (E) WALL BELOW 1. ALL LVL MATERIAL IS TO BE 1 3/4" THICK, UNO. 2. RE: SHEETS S1.00-S1.01 FOR GENERAL NOTES AND LEGENDS 3. RE: SHEET S1.02 FOR LOAD KEYS 4. RE: SHEETS S1.03-S1.04 FOR TYPICAL DETAILS ROOF PLAN NOTES: KL A& Engineers Builders 1717 Washington Avenue, Suite 100 Golden, Colorado 80401 P: (303) 384 9910 F: (303) 384 9915 Buffalo, WY ○ Carbondale, CO ○ Golden, CO ○ Loveland, CO & PROJECT 417 MAIN ST. SUITE B CARBONDALE, CO. 81623 970.274.2589 | INFO@BLDGSEED.COM CONSULTANTS STAMP © COPYRIGHT 2018 - ALL MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL UNPUBLISHED WORK OF BLDG SEED ARCHITECTS AND MAY NOT BE DUPLICATED, USED OR DISCLOSE WITHOUT THE WRITTEN CONSENT OF BLDG SEED ARCHITECTS. TH E S T R U C T U R A L E N G I N E E R S S E A L O N T H I S D R A W I N G I N D I C AT E S T H A T T H E I N F O R M A T I O N S H O W N A N D T H E C A L C U L A T I O N S P E R T A I N I N G T O T H A T I N F O R M A T I O N H A V E B E E N P R E P A R E D B Y Q U A L I F I E D P E O P L E U N D E R TH E D I R E C T I O N O F T H E E N G I N E E R - O F - R E C O R D . T H E S E A L D OE S N O T I M P L Y R E S P O N S I B I L I T Y F O R I N F O R M A T I O N P R E P A R ED B Y O T H E R S N O R F O R A N Y I N F O R M A T I O N N O T S H O W N O N T HI S D R A W I N G A N D S U C H RE S P O N S I B I L I T Y I S S P E C I F I C A L L Y D I S C L A I M E D . O N P H A S E D P R O J E C T S , D R A W I N G S T H A T A R E I S S U E D B U T N O T S E A L E D S H A L L B E C O N S I D E R E D T O B E P R E L I M I N A R Y I N N A T U R E A N D A R E I S S U E D F O R I N F O R M A T I O N ON L Y . TH E S E D R A W I N G S A R E T O B E U S E D I N C O N J U N C T I O N W I T H T HE A R C H I T E C T U R A L D R A W I N G S O N T H E P R O J E C T T O C L E A R L Y D E F I N E AL L O F T H E R E Q U I R E M E N T S F O R T H E C O N S T R U C T I O N . W H E R E C O N F L I C T S O C C U R C O N T A C T A R C H I T E C T F O R C L A R I F I C A T I O N. © 2021 KL&A, INC 4/23/2021 1:19:15 PM S3.01 xxxx FLOOR PLANS BAUHAUS ON GIBSON 701 GIBSON AVE ASPEN, CO 81611 1/4" = 1'-0"1 ROOF FRAMING PLAN ISSUE DATE FOR CONSTRUCTION PERMIT 05-03-2021 04/23/2021 06/08/2021 2" 3 3/4" 2" PL3/4x8x1'-0" W/ (4)5/8"Hx8" SIMPSON TITEN HD SCREW ANCHORS @4" GAGE 1 1/2" NON- SHRINK GROUT HSS COL, RE: PLAN 3/16 T/(E) CONC (E) 8" CONC FDN WALL 3 3/4" WRAPPED LVL TREAD, RE: ARCH (2)2x6 DFL No.1 BLOCKING TOP AND BOTT, MIN BTWN STUDS SPANNING NO MORE THAN (2) STUD BAYS, CUT STUDS AS NECESSARY (E)2x6 WALL (E) WOOD JOIST, VIF CONNECTION TO BEAM (E) WOOD BEAM (2) TIMBERLOK TLOK06 SCREWS EA BLOCKING INTO FACE OF STUD 1 3/4" 2" CUT (E) SHEATHING FLUSH W/ FACE OF BEAM EDGE NAILING 2x6 BLOCKING BTWN JOISTS, ATTACH TO BEAM W/ 16d NAILS @4"OC CONT PL1/2x4 1/2 W/ #10x5" WOOD SCREWS @2"OC STAGGERED FINISHES, RE: ARCH RAILING, RE: ARCH 3"3/4"3/4" 1/4 1/2" 1 1/2"1 1/2" 1 1/4"3" (E) PIPE COL, VIF CONNECTION TO (E) WF (N) WF BEAM, RE: PLAN T/STL (E) WF BEAM SHEAR TAB 3/8x3 1/2x0'-5 1/2" W/ (2)3/4"H A325 BOLTS 1/4 1/4 TYP 1 1/2" TYP 1" HSS COL, RE: PLAN HSS COL, RE: PLAN T/STL COL PL1/2x7 1/2x"BEAM WIDTH" W/ (2)3/4"H BOLTS @3" GAGE, TYP TOP AND BOTT WF BEAM W/ FULL HEIGHT STIFFENER EA SIDE OF WEB 1/4 TYP [ 4"FLAT LVL TREAD; FINISH RE: ARCH PL 1/4x3x0'-9"; ATTACH LVL W/ (6) SCREWS 2x6 SILL PL; ATTACH TO L6x6x3/8 W/ (2) PAF @ 8"0C 2x INFILL STUDWALL TO ALIGN W/ (E) WALL (2)3/4"H A307 BOLTS INTO (E) WD BM, 4" GAGE 4" 1 1/2" 2" PL 3/8x6x1'-2" W/ (2)A307 BOLTS INTO WOOD POST (3)2x6 BUILT-UP POST; (2) SIMPSON A35 TOP & BOTTOM 3/16 C 1 1/2" 3" 3" 1 1/2" (E) WF BEAM, VIF POSITIVE CONNECTION TO COL (E) 5"H HSS PIPE COL, VIF (N) WF BEAM T/STL SHEAR TAB PL3/8x5x0'-9" W/ (3)3/4"H A325 BOLTS 1/4 TAB TO COL 1/4 1" 2"2" 1" 1 1/2" 3" 1 1/2" 11 7/8" LVL BLOCKING BTWN STUDS, ATTACH TO STUDS W/ (2)LEDGERLOK LOG004 SCREWS EA END PL1/4x6x0'-6" W/ (6)LEDGERLOK LOG002 SCREWS INTO BLOCKING OR (E) STUDS (E) 2x STUD WALL 3/16 RAILING CAP PLATE, RE: 2/S4.00 KL A& Engineers Builders 1717 Washington Avenue, Suite 100 Golden, Colorado 80401 P: (303) 384 9910 F: (303) 384 9915 Buffalo, WY ○ Carbondale, CO ○ Golden, CO ○ Loveland, CO & PROJECT 417 MAIN ST. SUITE B CARBONDALE, CO. 81623 970.274.2589 | INFO@BLDGSEED.COM CONSULTANTS STAMP © COPYRIGHT 2018 - ALL MATERIAL APPEARING HEREIN CONSTITUTE THE ORIGINAL UNPUBLISHED WORK OF BLDG SEED ARCHITECTS AND MAY NOT BE DUPLICATED, USED OR DISCLOSE WITHOUT THE WRITTEN CONSENT OF BLDG SEED ARCHITECTS. TH E S T R U C T U R A L E N G I N E E R S S E A L O N T H I S D R A W I N G I N D I C AT E S T H A T T H E I N F O R M A T I O N S H O W N A N D T H E C A L C U L A T I O N S P E R T A I N I N G T O T H A T I N F O R M A T I O N H A V E B E E N P R E P A R E D B Y Q U A L I F I E D P E O P L E U N D E R TH E D I R E C T I O N O F T H E E N G I N E E R - O F - R E C O R D . T H E S E A L D OE S N O T I M P L Y R E S P O N S I B I L I T Y F O R I N F O R M A T I O N P R E P A R ED B Y O T H E R S N O R F O R A N Y I N F O R M A T I O N N O T S H O W N O N T HI S D R A W I N G A N D S U C H RE S P O N S I B I L I T Y I S S P E C I F I C A L L Y D I S C L A I M E D . O N P H A S E D P R O J E C T S , D R A W I N G S T H A T A R E I S S U E D B U T N O T S E A L E D S H A L L B E C O N S I D E R E D T O B E P R E L I M I N A R Y I N N A T U R E A N D A R E I S S U E D F O R I N F O R M A T I O N ON L Y . TH E S E D R A W I N G S A R E T O B E U S E D I N C O N J U N C T I O N W I T H T HE A R C H I T E C T U R A L D R A W I N G S O N T H E P R O J E C T T O C L E A R L Y D E F I N E AL L O F T H E R E Q U I R E M E N T S F O R T H E C O N S T R U C T I O N . W H E R E C O N F L I C T S O C C U R C O N T A C T A R C H I T E C T F O R C L A R I F I C A T I O N. © 2021 KL&A, INC 4/23/2021 1:19:16 PM S4.00 xxxx DETAILS BAUHAUS ON GIBSON 701 GIBSON AVE ASPEN, CO 81611 1" = 1'-0"1 COLUMN BASEPLATE DETAIL 1" = 1'-0"2 STAIR RAILING DETAIL 1" = 1'-0"3 FRAMING DETAIL 1" = 1'-0"5 FRAMING DETAIL 3/4" = 1'-0"4 STAIR STRINGER DETAIL 1" = 1'-0"6 FRAMING DETAIL 3/4" = 1'-0"7 FRAMING DETAIL ISSUE DATE FOR CONSTRUCTION PERMIT 05-03-2021 04/23/2021 06/08/2021