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HomeMy WebLinkAboutB15-0469_S1.2_1452118080.pdfTYPICAL DETAIL SHEET NOTES 1. It is the contractor's responsibility to understand the typical details on this sheet and apply them as needed on the project. 2. Typical details on this sheet are generally not referenced from any other drawing on the project. 3. Typical details on this sheet MAY be referenced on plans or details to clarify or identify a particular condition. The presence of such a reference does not alter the obligation of the contractor to apply the detail(s) as needed even if they are not referenced. T/SOG T/SOG METAL FORMED JOINT #3x3'-0"@18"OC THRU JOINT 1" MIN 1" 2" SAWCUT OR TOOLED CONTROL JOINT, CAULK RE: ARCH NOTES: 1. STOP REINF AT EACH SIDE OF CONSTRUCTION JOINT 2. PROVIDE CONTROL JOINTS AT 15 FT OC EACH WAY MAXIMUM SPACING, UNO. CONSTRUCTION JOINTS CAN REPLACE CONTROL JOINTS. NOTES: 1. SAWCUT CONTROL JOINT WITHIN 8 HOURS (MAX) OF PLACEMENT OR USE TOOLED JOINT DURING FINISHING (CONTRACTOR'S OPTION) 2. PROVIDE CONTROL JOINTS AT 15 FT OC EACH WAY MAXIMUM SPACING, UNO. CONSTRUCTION JOINTS CAN REPLACE CONTROL JOINTS. T/SOG PROVIDE ACCESSORIES TO SUPPORT REINFORCEMENT. REINF CHAIRED AT MID-HEIGHT UNO ON PLANS REINF W/: SOG Q 4": 6x6-W1.4xW1.4 SOG Q 6": 6x6-W2.1xW2.1 VAPOR BARRIER/INSULATION, RE: NOTE COMPACTED BASE, RE: NOTE SUBGRADE, RE: NOTE RE: PLAN INSULATION, RE: ARCH NOTES: 1. RE: ARCH FOR VAPOR BARRIER AND INSULATION REQUIREMENTS. UNO RE: ARCH: PROVIDE VAPOR BARRIER BELOW SLABS WITH FLOOR FINISHES SUSCEPTIBLE TO MOISTURE. 2. SOG SHALL BEAR ON SUITABLE SUBGRADE MATERIAL AS SPECIFIED BY THE GEOTECHNICAL ENGINEER & GEOTECHNICAL REPORT. 3. PROVIDE MIN 4" FREE DRAINAGE COMPACTED BASE TYPICAL UNO BY GEOTECHNICAL ENGINEER & GEOTECHNICAL REPORT. NOTES: 1. LOCATION OF CONSTRUCTION JOINTS IN WALLS: SUPPORTED ON CONTINUOUS FOOTINGS AT CONTRACTOR OPTION. 2. LOCATE CONSTRUCTION JOINTS IN WALLS ACTING AS GRADE BEAMS AT POINT OF MINIMUM SHEAR, GENERALLY AT MIDDLE THIRD OF SPANS. THICKNESS ALL REINF CONT B LAP SPLICE OR WALL REINF FIRST POUR TYPICAL SHEAR TAB (SINGLE PLATE) CONNECTIONS - ASD BEAM TO COLUMN OR WIDE FLANGE GIRDER 3/4"F A325N BOLTS E70XX ELECTRODES Fy=36 KSI TABS Fy=50 KSI BEAMS AND GIRDERS Fy=46 KSI HSS MEMBER DEPTH W8 W10 W12 W14 W16 W18 W21 W24 W27 ROWS OF BOLTS 2 2 3 3 4 5 6 7 7 MAX COPE DEPTH (in) MAX COPE LENGTH (in) SINGLE COPE DOUBLE COPE CAPACITY (K) 1 1.5 1.5 1.5 1.5 1.5 1.5 2 2 4 4 4 4 5 5 5.5 6 6 17 (21) 21 (21) 31 (30) 31 42 53 63 74 74 6 (10) 10 (13) 18 (22) 29 36 "A"=5" DBL COPE "A"<=3 1/2" LENGTH OF TAB (in) 6 6 9 9 12 15 18 21 21 6 6 12 12 21 31 42 53 53 ROWS W COL AND BEAM 1" MAX "A" 1 1/2" TYP 3/8" PLATE, TYP STEEL BEAM WF OR HSS/PIPE COLUMN, 1/4" MIN WALL THICKNESS FOR HSS AND PIPES, RE: COLUMN SCHEDULE SHEAR TAB TO WF COLUMN SIMILAR CONNECTION TO FACE OF HSS OR PIPE COLUMN 1/4 1/4 TYP TYP 1 1/4" TYP 3" NOTES: 1. CONNECTION CAPACITY MUST MEET OR EXCEED REACTION SHOWN ON PLAN. OTHERWISE, RE: DETAILS OR CONTACT STRUCTURAL ENGINEER FOR ALTERNATE CONNECTION. 2. THE NUMBER OF BOLTS IS THE MAXIMUM NUMBER THAT CAN BE PUT WITHIN THE DEPTH OF THE BEAM BASED ON TYPICAL BOLT SPACING, COPE, AND EDGE DISTANCES. 3. TABULATED VALUES BASED ON GIRDER THAT IS LIGHTEST SECTION ONE SIZE LARGER IN DEPTH THAN THE SUPPORTED MEMBER. 4. FOR BEAMS WITH NO COPE, USE SINGLE COPE VALUES. 5. VALUES IN () APPLY TO BEAM SIZES W8x15, W10x17, W12x19, AND HEAVIER. 6. CAPACITIES ARE BASED ON AISC 13TH OR 14TH ED, ALLOWABLE STRENGTH DESIGN. 7. HOLES MAY BE EITHER STANDARD OR SHORT-SLOT HOLES. LENGTH OF TAB 53 63 74 74 WOOD OR CFS BACKUP CONC OR CMU BACKUP CONCRETE OR CMU SUBSTRATE SHOT PIN OR OTHER ATTACHMENT TO HAVE 250 LB TENSION CAPACITY STONE MASONRY (10" MAX THICKNESS) SLUSH MORTAR SOLID BETWEEN VENEER AND BACKUP 1" THICK MIN #9 GA CONT JOINT REINF W/ SPLICE PLYWOOD SUBSTRATE WATERPROOFING, RE: ARCH, (2) LAYERS OF WATERPROOF PAPER MIN STONE MASONRY (10" MAX THICKNESS) SLUSH MORTAR SOLID BETWEEN VENEER AND BACKUP 1" THICK MIN 12 GA CORROSION-RESISTANT WIRE LOOP, HOOK EA LEG 2" OVER WIRE MESH (1) WIRE LOOP FOR EACH 2 SQUARE FEET OF STONE VENEER 2"x2" 16GA CORROSION-RESISTANT WIRE MESH. ATTACH TO EA STUD W/ 2" CORROSION- RESISTANT WIRE FURRING NAILS @4"OC OR 2" 16GA STAPLES @ 4"OC AND 8d COMMON NAILS @8"OC INTO TOP AND BOTTOM PLATES WOOD OR CFS STUDS @16"OC MAX ANCHOR TIE, CORROSION RESISTANT WIRE, MINIMUM 12GA FORMED AS EXPOSED EYE EXTENDING 1/2" BEYOND BACKING FACE VENEER TIES, CORROSION RESISTANT WIRE, MINIMUM 12GA THREADED THRU ANCHOR TIE LOOPS LOOP AT MAX 12"OC IN BOTH DIRECTIONS CONCRETE OR CMU STONE MASONRY VENEER (10" MAX THICKNESS) VENEER TIES, CORROSION RESISTANT WIRE, MINIMUM 12GA THREADED THRU ANCHOR TIE LOOPS REINF NOT LESS THAN 2"x2"x16GA GALVANIZED WIRE MESH STONE MASONRY VENEER (10" MAX THICKNESS) WOOD OR CFS STUDS @16"OC MAX MINIMUM MORTAR JOINT THICKNESS = 2x THICKNESS OF WIRE TIE OF STONE VENEER MIN EMBED = 1/2 THICKNESS STANDARD HOOK INTERSECTIONS NOTES: 1. DOWELS AND CORNER BARS MATCH HORIZONTAL REINF EXCEPT USE #5 DOWELS & CORNER BARS FOR HORIZONTAL BARS #6 AND LARGER RIGHT ANGLE CORNERS CLASS B TYP RE: PLAN CLASS B TYP 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 manufactured framing sizes are based on specified manufacturers published information. 4. Wall studs to be Douglas Fir-Larch (DFL) stud grade or Laminated Strand Lumber (LSL) @16"OC, unless noted otherwise in the drawings. 5. Wood I-joists: where framing members are noted TJI on the drawings, use engineered products by Ilevel or approved equal. 6. Structural Panels: Sheathing for roofs and walls shall conform to APA PS-2 standards. Lay panels with long dimension perpendicular to supports with short edges staggered. All panels shall be Exposure 1, unless noted otherwise. 7. Sills: Sill plates shall be pressure treated Douglas Fir-Larch stamped to show compliance with AWPA standards. 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. As a minimum, provide two bolts, each within 12" 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. Nailing shall conform to the minimum requirements contained in Table 2304.9.1 of the IBC unless more stringent requirements are shown on these drawings or in these notes. 6. All nails are to be steel common wire nails and conform to ASTM F1667. 7. Pre-drill nail holes when necessary to prevent splitting. 8. Steel plates for wood construction shall conform to ASTM A36. 9. Bolts shall conform to ASTM A307. 10. All exposed bolts in wood structure which are not in contact with preservative treated wood shall be plain, uncoated steel. 11. Holes for bolts shall be 1/16" oversized. 12. Retighten all bolts prior to closing in. 13. Lag screws shall penetrate the main member a minimum of eight times the shaft diameter unless noted otherwise. 14. 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. Glue and nail floor sheathing to supports with 8d@6"OC edges and 8d@12"OC field. 3. Nail roof sheathing to supports with 8d@6"OC edges and 8d@12"OC field. 4. Nail vertical sheathing to supports with 8d@6"OC edges and 8d@12"OC field. 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. DOUGLAS FIR-LARCH (DFL) No1 1,000 psi 1,500 psi 180 psi 1,700 ksi No2 900 psi 1,350 psi 180 psi 1,600 ksi Stud 700 psi 850 psi 180 psi 1,400 ksi Flexural Stress DESIGN VALUES FOR DIMENSIONAL LUMBER Compressive Stress Horizontal Shear Stress Modulus of Elasticity Species & Grade Flexural Stress DESIGN VALUES FOR MANUFACTURED LUMBER LAMINATED STRAND LUMBER (LSL) 2x4 and 2x6 Studs - 1.3E Compressive Stress Horizontal Shear Stress Modulus of Elasticity 1,700 psi 1,400 psi 400 psi 1,300 ksi 2,250 psi 1,950 psi 400 psi 1,500 ksi 2,325 psi 1,350 psi 310 psi 1,550ksi 2,600 psi 2,510 psi 285 psi 2,000 ksi Type - E Compressive Stress Perp 435 psi 475 psi 800 psi 750 psi Tensile Stress 1,075 psi 1,500 psi 1,070 psi 1,555 psi LAMINATED VENEER LUMBER (LVL) 2x8 Studs - 1.5E Headers and Beams - 1.55E Headers and Beams - 1.9E WOOD STRUCTURAL PANEL REQUIREMENTS Roof over Trusses/Rafters Minimum Thickness Supporting Element APA Span Rating 48/24 23/32" Floors (Sturd-I T&G) 24 OC Single Floor 23/32" Walls 32/16 15/32" Golden ● Loveland ● Roaring Fork ● Buffalo, WY KL A, Inc.& Structural Engineers and Builders 215 North 12th Street, Unit E Carbondale, Colorado 81623 P: (970) 927 5174 0 DATE: DRAWN BY:CHECKED BY: PROJECT NUMBER: ISSUE: HISTORY: SCALE: © 2015 KL&A, INC 4' 8' 2' THE STRUCTURAL ENGINEERS SEAL ON THIS DRAWING INDICATES THAT THE INFORMATION SHOWN AND THE CALCULATIONS PERTAINING TO THAT INFORMATION HAVE BEEN PREPARED BY QUALIFIED PEOPLE UNDER THE DIRECTION OF THE ENGINEER-OF-RECORD. THE SEAL DOES NOT IMPLY RESPONSIBILITY FOR INFORMATION PREPARED BY OTHERS NOR FOR ANY INFORMATION NOT SHOWN ON THIS DRAWING AND SUCH RESPONSIBILITY IS SPECIFICALLY DISCLAIMED. ON PHASED PROJECTS, DRAWINGS THAT ARE ISSUED BUT NOT SEALED SHALL BE CONSIDERED TO BE PRELIMINARY IN NATURE AND ARE ISSUED FOR INFORMATION ONLY. THESE DRAWINGS ARE TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS ON THE PROJECT TO CLEARLY DEFINE ALL OF THE REQUIREMENTS FOR THE CONSTRUCTION. WHERE CONFLICTS OCCUR CONTACT ARCHITECT FOR CLARIFICATION. As indicated NLD B0361 GENERAL NOTES & TYPICAL DETAILS S-1.2 BILLINGSLEY REMODEL CONSTRUCTION DOCUMENTS DECEMBER 02, 2015 1170 PTARMAGIN RD., VAIL COLORADO DPD NTS 2 TYPICAL SLAB-ON-GRADE JOINTING NTS 1 TYPICAL SLAB-ON-GRADE NTS 4 TYPICAL WALL CONSTRUCTION JOINT SINGLE MAT OF REINFORCING NTS 5 TYPICAL SHEAR TAB CONNECTIONS NTS 6 TYPICAL STONE VENEER ATTACHMENT NTS 3 TYPICAL WALL AND GRADE BEAM CORNER REINFORCING SINGLE MAT OF REINFORCING ISSUE DATE ISSUED 12/04/2015 01/06/16