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Home My WebLink About20230222 BLDG. DEPT.RESPONSE AND REVISIONS_BLDG CGENERAL NOTES 1. LIVE LOADS USED IN DESIGN: A. ROOF (SNOW) 50 PSF B. RESIDENTIAL 40 PSF C. BALCONIES 125 PSF (INCLUDES HOT TUB LOADING) D. RISK CATEGORY II SEISMIC FACTOR IE 1 SNOW FACTOR IS 1 E. WIND WIND SPEED, Vult 115 MPH (ULTIMATE) WIND SPEED, Vasd 90 MPH (ASD) EXPOSURE C INTERNAL PRESSURE COEFFICIENT (GCpi) +/-0.18 WIND PRESSURE FOR COMPONENTS AND CLADDING: ZONE 1, ROOF (TYPICAL) -32.2 PSF ZONE 2, ROOF (EDGES, RIDGES, HIPS) -50.4 PSF ZONE 3, ROOF (CORNERS) -68.7 PSF ZONE 4, WALL (TYPICAL) +/-21.9 PSF ZONE 5, WALL (CORNERS) -40.3/+21.9 PSF PARAPETS (TYPICAL) -51/+22.2 PSF PARAPETS (CORNERS) -69.5/+22.2 PSF C & C NOTES: 1. THE PRESSURES LISTED ARE IN ACCORDANCE IBC AND ASCE 7 AND THE DESIGN FORCES USED BY THE SUBCONTRACTOR FOR HIS SPECIFIC APPLICATION ARE HIS RESPONSIBILITY. 2. WIND PRESSURES ARE ULTIMATE DESIGN LEVEL. 3. PRESSURES INDICATED ARE BASED ON A 10 SF EFFECTIVE WIND AREA. 4. REFERENCE ASCE 7 FOR ZONE DEFINITIONS AND EXTENT OF ZONES. 5. SUBMIT DESIGN CALCULATIONS PREPARED BY COLORADO LICENSED PROFESSIONAL ENGINEER FOR ANY DESIRED MODIFICATION OF THE STATED PRESSURES. F. SNOW GROUND SNOW LOAD Pg 50 PSF FLAT ROOF SNOW LOAD Pf 50 PSF SNOW EXPOSURE FACTOR Ce 1 THERMAL FACTOR Ct 1 H. LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE. I. CODE USED IN DESIGN: INTERNATIONAL BUILDING CODE, 2015 EDITION WITH 2. DEFERRED SUBMITTAL A. DEFERRED SUBMITTALS PER SECTION 107.3.4.1 SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AND THE DESIGN PROFESSIONALS AND REVIEWED PRIOR TO INSTALLATION. B. DEFERRED SUBMITTALS ARE: 1. PREFABRICATED ROOF TRUSSES 2. STAIRS C. ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF THE LICENSED PROFESSIONAL ENGINEER RESPONSIBLE FOR THE PREPARATION OF THESE DOCUMENTS. 3. TESTING, INSPECTIONS AND OBSERVATIONS: A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION. STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE CONSTRUCTION; SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIAL INSPECTIONS" AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL BUILDING CODE. B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL. 1. SOIL PREPARATION a. EARTHWORK EXCAVATION, PLACEMENT AND COMPACTION OF FILL AND IN-PLACE DRY DENSITY OF THE COMPACTED FILL FOR CONFORMANCE WITH THE APPROVED REPORT. 2. CONCRETE CONSTRUCTION a. PERIODIC INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS AND PLACEMENT. b. CONTINUOUS INSPECTION OF PLACEMENT OF SHEAR REINFORCEMENT. c. PERIODIC VERIFICATION OF USE OF REQUIRED DESIGN MIX. d. CONTINUOUS INSPECTION AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND AIR CONTENT TESTS AND DETERMINE THE TEMPERATURE OF THE CONCRETE. e. CONTINUOUS INSPECTION OF CONCRETE PLACEMENT FOR PROPER APPLICATION TECHNIQUES. f. PERIODIC INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES. g. CONTINUOUS INSPECTION OF APPLICATION OF PRESTRESS FORCES. h. CONTINUOUS INSPECTION OF GROUTING OF BONDED PRESTRESSING TENDONS IN THE SEISMIC-FORCE-RESISTING SYSTEM. i. PERIODIC VERIFICATION OF IN-SITU CONCRETE STRENGTH PRIOR TO STRESSING OF TENDONS IN POST TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS AND STRUCTURAL SLABS. 3. STEEL CONSTRUCTION -COMPLY WITH AISC 360, CHAPTER N. a. ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION EXCEPT THE FOLLOWING: 1. WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH SECTION 1704.3. b. THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS, WELDING PROCEDURES AND QUALIFICATIONS OF WELDERS ARE VERIFIED PRIOR TO THE START OF WORK; PERIODIC INSPECTIONS ARE MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION OF ALL WELDS IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP WELDING. 1. WHILE THE WORK IS IN PROGRESS, THE SPECIAL INSPECTOR SHALL DETERMINE THAT THE REQUIREMENTS FOR BOLTS, NUTS, WASHERS AND PAINT, BOLTED PARTS AND INSTALLATION AND TIGHTENING IN SUCH STANDARDS ARE MET. FOR BOLTS REQUIRING PRETENSIONING, THE SPECIAL INSPECTOR SHALL OBSERVE THE PREINSTALLATION TESTING AND CALIBRATION PROCEDURES WHEN SUCH PROCEDURES ARE REQUIRED BY THE INSTALLATION METHOD OR BY PROJECT PLANS OR SPECIFICATIONS; DETERMINE THAT ALL PLIES OF CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER AND PROPERLY SNUGGED AND MONITOR THE INSTALLATION OF BOLTS TO VERIFY THAT THE SELECTED PROCEDURE FOR INSTALLATION IS PROPERLY USED TO TIGHTEN BOLTS. FOR JOINTS REQUIRED TO BE TIGHTENED ONLY TO THE SNUG-TIGHT CONDITION, THE SPECIAL INSPECTOR NEED ONLY VERIFY THAT THE CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER AND PROPERLY SNUGGED. 2. MONITORING OF BOLT INSTALLATION FOR PRETENSIONING IS PERMITTED TO BE PERFORMED ON A PERIODIC BASIS WHEN USING THE TURN-OF-NUT METHOD WITH MATCHMARKING TECHNIQUES, THE DIRECT TENSION INDICATOR METHOD OR THE ALTERNATE DESIGN FASTENER (TWIST-OFF BOLT) METHOD. JOINTS DESIGNATED AS SNUG TIGHT NEED TO BE INSPECTED ONLY ON A PERIODIC BASIS. 4. FOUNDATIONS A. MAXIMUM SOIL DESIGN PRESSURE 2,500 PSF B. CONTRACTOR TO FOLLOW ALL RECOMMENDATIONS IN SOILS REPORT NO. 21.5057 BY CESARE, INC. DATED JANUARY 31, 2022. C. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARING ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS SHALL BE A MINIMUM OF 48" BELOW EXTERIOR GRADE. D. ALL FOOTINGS ARE TO BE PLACED ON 18 INCHES OF PROPERLY COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILL SHALL BE COMPACTED TO 95% (MINIMUM) MODIFUED PROCTOR DENSITY PER ASTM D1551 UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT SPOTS ARE ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE: SOIL REPORT FOR DESCRIPTION OF BEARING SOIL). E. CONTRACTOR SHALL BACKFILL EQUALLY ON EACH SIDE OF FOUNDATION WALLS IN 12 INCH MAXIMUM VERTICAL LIFTS OR AS RECOMMENDED IN THE SOILS REPORT. REFER TO SOILS REPORT FOR BACKFILL MATERIAL. F. NO BACKFILLING SHALL BE PLACED AGAINST LOWER LEVEL WALLS UNTIL THE LOWER LEVEL FLOOR AND MAIN LEVEL FLOOR ARE IN PLACE AND PROPERLY ANCHORED. CONCRETE SLABS SHALL BE PROPERLY CURED. G. CENTER ALL FOOTINGS (DRILLED PIERS) UNDER WALLS, COLUMNS OR GRID LINES UNLESS NOTED OTHERWISE ON PLANS. H. CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TESTS ON COMPACTED FILL UNDER FOOTINGS AND INTERIOR SLABS-ON-GRADE. I. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE. J. FOR SOIL DRAINAGE REQUIREMENTS REFER TO SOILS REPORT AND CIVIL DRAWINGS. 5. SLAB ON GRADE A. THE PREPARATION OF THE SUBGRADE FOR THE SLAB ON GRADE SHALL BE IN STRICT ACCORDANCE WITH THE PROJECT SOILS REPORT REFERENCED ABOVE. THE CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION REQUIREMENTS TO THE GEOTECHNICAL ENGINEER. 12 INCHES OF OVER-EXCAVATION REQUIRED. B. MOVEMENT OF THE SLAB ON GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED TO BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. ISOLATION DETAILS FOR PARTITION WALLS, BASEBOARDS, PIPING AND OTHER ITEMS MAY BE REQUIRED. REFER TO THE APPROPRIATE DRAWINGS OR CONSULT WITH THE RESPONSIBLE MEMBER OF THE DESIGN TEAM PRIOR TO CONNECTING ITEMS TO BOTH THE SLAB ON GRADE AND OTHER PORTIONS OF THE SUPERSTRUCTURE. 6. CONCRETE A. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE I/II PORTLAND CEMENT, STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS: CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO % AIR REQ. FOOTINGS 3000 psi STD --- --- FOUNDATION WALLS 4000 psi STD --- --- INTERIOR SLABS ON GRADE 4000 psi STD 0.45 --- EXTERIOR CONCRETE (++) 4500 psi STD 0.45 5%-8% + FOR ALL CONCRETE SUBJECT TO SULFATE ATTACK OR POSSIBLE CONTACT WITH ROAD SALTS W/C RATIO SHALL NOT EXCEED 0.4. ++ MAXIMUM SLUMP SHALL NOT EXCEED 4". B. THE MODULUS OF ELASTICITY OF ALL CONCRETE SHALL EXCEED W 33 F'C (OR 57,000 F'C NORMAL WEIGHT CONCRETE). GENERAL CONTRACTOR TO PROVIDE THE ENGINEER OF RECORD WITH MODULUS OF ELASTICITY TEST RESULTS. C. CALCIUM CHLORIDE SHALL NOT BE USED. POZZOLANS SHALL NOT BE USED WITHOUT PRIOR APPROVAL BY ENGINEER OF RECORD. IF APPROVED, POZZOLANS SHALL BE LIMITED TO (10) % OF CEMENT CONTENT BY WEIGHT IN ELEVATED STRUCTURAL SLABS AND __(25)__% IN ALL OTHER STRUCTURAL ELEMENTS. IF CONCRETE SUPPLIER PROPOSES USE OF POZZOLANS HE SHALL PROVIDE OWNER WITH LETTER INDICATING COST REDUCTION AT TIME OF BID. D. CONTRACTOR SHALL SAWCUT OR TROWELCUT JOINTS IN SLABS ON GRADE. JOINTS SHALL BE SPACED 15 FEET O.C. AND SAWCUT OR TROWELCUT 1/4 OF SLAB DEPTH X 3/16" WIDE WITHIN 12 HOURS AFTER POURING. CARRY ALL SLAB REINFORCEMENT THROUGH JOINT. F. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE STANDARD HOOKS FOR DOWELS UNLESS NOTED OTHERWISE. ALL EXPOSED EDGES OF CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER. 7. REINFORCEMENT A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60 EXCEPT TIES, STIRRUPS AND PLATE ANCHORS WHICH SHALL BE DEFORMED BARS, ASTM DESIGNATION A615, GRADE 40 OR ASTM A706 GRADE 60. B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER. C. POLYPROPYLENE FIBER REINFORCING SHALL HAVE FIBER LENGTH COORDINATE WITH AGGREGATE SIZE AS PER MANUFACTURER'S RECOMMENDATIONS. AMOUNT OF FIBERS SHALL BE A MINIMUM OF 1.5 LBS/YRD3 OF CONCRETE OR THE AMOUNT RECOMMENDED BY THE MANUFACTURER WHICHEVER IS GREATER. D. REINFORCEMENT CLEAR COVER PROTECTION MILDLY REINFORCED UNLESS NOTED OTHERWISE: 1. CONCRETE POURED AGAINST EARTH 3" 2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) BARS #5 AND SMALLER 1-1/2" BARS LARGER THAN #5 2" 3. COLUMNS AND BEAMS (TIE BARS) 1-1/2" 4. SLABS AND WALLS (NOT EXPOSED TO WEATHER) 3/4" F. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH OF ACI 318, LATEST EDITION. G. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL BE A MINIMUM OF 48 BAR DIAMETERS FOR #6 BARS AND SMALLER AND SHALL BE A MINIMUM OF 80 BAR DIAMETERS FOR #7 AND #8 REINFORCEMENT UNLESS NOTED OTHERWISE. MAKE ALL BARS CONTINUOUS AROUND CORNERS. H. PLACE TWO #5 (PER 8" THICKNESS) WITH 2'-0" PROJECTION AROUND ALL OPENINGS IN CONCRETE WALLS, SLABS, AND BEAMS. ALSO PROVIDE TWO #5 X 4'-0" DIAGONALLY AT EACH CORNER. I. CONTINUOUS TOP AND BOTTOM BARS IN WALLS AND BEAMS SHALL BE SPLICED AS FOLLOWS: TOP BARS AT MIDSPAN, BOTTOM BARS OVER SUPPORTS. K. PROVIDE TEMPORARY BRACING AND PRECAUTIONS NECESSARY TO COMPLY WITH ALL STEEL ERECTION STANDARDS AND TO WITHSTAND ALL CONSTRUCTION AND/OR LATERAL LOADS UNTIL ALL FIELD CONNECTIONS ARE COMPLETED AND PERMANENT LATERAL SYSTEMS AND DECKS ARE IN PLACE. L. STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOP DRAWING TIME FOR ANY REVISIONS TO ERECTION DRAWINGS NOR FOR ANY REVISIONS TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS. M. UNLESS NOTED OTHERWISE, WHENEVER MASONRY RESTS ON STEEL BEAMS WITH FLANGES NARROWER THAN ACTUAL MASONRY THICKNESS, WELD 1/4" THICK CONTINUOUS PLATE TO BEAM FLANGE. WIDTH OF PLATE TO BE 1/2" NARROWER THAN MASONRY THICKNESS. 9. NON-SHRINK GROUT A. NON-SHRINK GROUT SHALL BE PROVIDED: 1. BETWEEN COLUMN BASES AND CONCRETE OR MASONRY SUPPORTS. 2. BETWEEN BEAM BEARING PLATES AND CONCRETE OR MASONRY SUPPORTS. 3. GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE. 10. WOOD A. ALL FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO INTERNATIONAL BUILDING CODE AS FOLLOWS: 2" THICK -4" TO 6" WIDE (WALL STUD ONLY) STUD Fb = 700 PSI 2" TO 4" THICK -6" AND WIDER NO. 2 Fb = 900 PSI 5" THICK -5" AND WIDER NO. 1 Fb = 1350 PSI NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NONREPETITIVE USES PRIOR TO ALLOWABLE STRESS INCREASES. B. WHEN PRESERVATIVE TREATED LUMBER IS REQUIRED BY CODE ALL CONNECTIONS AND NAILING SHALL BE ADEQUATELY GALVANIZED (DOUBLE DIPPED OR BETTER). C. TREATED SILL PLATE LUMBER MAY BE HEM-FIR, STRUCTURAL #1 GRADE. D. PROVIDE METAL CROSS BRIDGING NOT OVER 8' ON CENTER FOR ALL 2X WOOD JOISTS. SOLID BLOCKING BETWEEN ALL JOISTS AT ALL SUPPORTS AND ENDS OF CANTILEVERS IS REQUIRED. E. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IBC SCHEDULE TABLE 2304.10.1 UNLESS NOTED OTHERWISE. F. LAMINATED BEAMS 1. ALL LAMINATED MEMBERS SHALL BE FABRICATED OF DOUGLAS FIR LARCH AT LESS THAN 12 PERCENT MOISTURE CONTENT IN ACCORDANCE WITH WCLIB. ALL SIZES SHOWN ARE NET. 2. LAMINATED MEMBER SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS FOR THE DESIGN AND FABRICATION OF STRUCTURAL GLUE LAMINATED TIMBER, LATEST EDITION AS PUBLISHED BY AITC. 3. PROVIDE UNITS CONFORMING TO AITC 117, 24FV8, D.F. FOR CONTINUOUS MEMBERS AND CANTILEVERS AND 24FV4, D.F. FOR SIMPLE SUPPORT MEMBERS. MEMBERS SHALL BE DESIGNED WITH ZERO CAMBER WITH TOP SURFACE CLEARLY STAMPED ON EACH MEMBER. G. PLYWOOD DECK AND/OR ORIENTED STRAND BOARD. 1. PANEL THICKNESS SHALL BE AS SHOWN ON THE DRAWING. APPLICATION SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE AMERICAN PLYWOOD ASSOCIATION. 2. EACH PANEL SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF U.S. PRODUCTS STANDARD PSI, LATEST EDITION FOR PLYWOOD. ALL PANELS WHICH HAVE ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE WEATHER SHALL BE OF THE EXTERIOR TYPE. 3. FOR FLOORING USE 3/4" T&G STURD-I-FLOOR SHEATHING GLUED AND NAILED WITH 10D NAILS AT 6" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG INTERMEDIATE SUPPORTS. 4. FOR ROOF USE 5/8" (40/20 SPAN RATING) EXPOSURE I SHEATHING NAILED WITH 10D NAILS AT 4" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG INTERMEDIATE SUPPORTS. 5. EXTERIOR WALLS SHALL HAVE ONE LAYER OF 1/2" EXPOSURE I PLYWOOD OR OSB SHEATHING NAILED WITH 8d NAILS AT 6" ON CENTER ALONG PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS. ALL PANEL EDGES SHALL BE BLOCKED. 6. FLOORS AND ROOF SHEATHING SHALL BE INSTALLED WITH THE FACE GRAIN PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED. 7. INSTALL SUITABLE EDGE SUPPORT BY USE OF PLYCLIPS, TONGUE AND GROOVE PANELS OR SOLID WOOD BLOCKING SUPPORTS. H. LAMINATED VENEER LUMBER MEMBERS SHALL HAVE THE FOLLOWING STRESS CAPACITIES: FB = 2800 PSI, E = 2,000,000 PSI, FC = 750 PSI, FV = 285 PSI. BUILT UP MEMBERS SHALL BE CONNECTED IN ACCORDANCE WITH MANUFACTURERS' RECOMMENDATIONS. CONTRACTOR SHALL HAVE THE OPTION OF USING 3 1/2" OR 5 1/4" WIDE MEMBERS. I. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO FULFILL STRESS REQUIREMENTS AND/OR LOADS NOTED ON DRAWINGS. SHOP DRAWINGS SHALL INCLUDE CALCULATIONS AND BEAR THE STAMP OF A REGISTERED ENGINEER. PROVIDE BRIDGING AND BLOCKING PER MANUFACTURER'S RECOMMENDATIONS UNLESS OTHERWISE NOTED. PROVIDE CONSTRUCTION BRACING AS REQUIRED ERECTION NOTE: CENTER WALL STUDS UNDER CENTER OF TRUSS LOCATIONS. 11. NON-STRUCTURAL ELEMENTS A. ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC. ATTACHED TO AND/OR SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND OTHER STRUCTURAL MOVEMENTS. B. FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED BY THE ARCHITECTURAL DRAWINGS. STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED UNRESTRAINED UNLESS NOTED OTHERWISE. 12. GENERAL A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. B. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND ELECTRICAL CONTRACTORS. VERIFICATION OF LOCATIONS, SIZES, LINTELS AND REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY. C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONS AND SUPPORTS SHALL BE OBTAINED. UNLESS SPECIFICALLY DETAILED ON ARCHITECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTOR SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUIRED FOR INSTALLATION OF HIS ITEMS. D. PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL, MECHANICAL, ELECTRICAL AND STRUCTURAL DRAWINGS. MISCELLANEOUS EMBEDDED ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER AND INSTALLED BY CONCRETE CONTRACTOR. STEEL SHALL FULFILL ASTM A36. E. PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD EXPOSED TO EARTH. F. SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL CONCRETE REINFORCING, STRUCTURAL STEEL, LAMINATED WOOD FRAMING MEMBERS AND WOOD JOISTS. THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TO WRITTEN REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK OF THE CONTRACTOR. SHOP DRAWINGS NOT REVIEWED AND STAMPED BY CONTRACTOR PRIOR TO SUBMITTING WILL BE RETURNED AND NOT REVIEWED. G. WATERPROOFING, VAPOR BARRIERS, WATERSTOP, ETC., SHALL BE AS SHOWN ON THE ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS. H. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR WALLS AS SPECIFIED IN SECTION 1405 OF THE INTERNATIONAL BUILDING CODE. I. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD CONDITIONS AND ARCHITECTURAL DRAWINGS. J. PRE-MANUFACTURED STAIRS, HANDRAILS, AND GUARDRAILS NOTED ON PLAN SHALL HAVE ALL ENGINEERING, DESIGN AND DETAILING PROVIDED BY STAIR DESIGNER AND SHALL BE SUBMITTED FOR ARCHITECTS REVIEW BEARING THE SEAL OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF COLORADO. STAIRS SHALL BE DESIGNED TO SUPPORT A LIVE LOAD OF 100 PSF. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL REQUIREMENTS AND CRITERIA. 1. SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE. 2. WELDED SHEET STEEL FOR COLD FORMED STEEL FRAMING MEMBERS SUCH AS STUDS AND JOISTS. 3. WELDING OF STAIRS AND RAILING SYSTEMS. c. VERIFY WELD FILLER MATERIALS CONFORM TO AWS SPECIFICATIONS AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE IS REQUIRED. d. VERIFY STRUCTURAL STEEL MATERIAL CONFORMS TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND MANUFACTURER'S CERTIFIED MILL TEST REPORTS. e. PERIODIC VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS FOR CONFORMANCE TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE. f. CONTINUOUS INSPECTION OF SLIP-CRITICAL CONNECTION WITH HIGH STRENGTH BOLTS. PERIODIC INSPECTION OF BEARING TYPE CONNECTORS WITH HIGH STRENGTH BOLTS. 8. STRUCTURAL STEEL A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS WHICH SHALL CONFORM TO ASTM 992, (50 KSI) AND EXCEPT PIPE COLUMNS WHICH SHALL CONFORM TO ASTM A53 AND TUBE COLUMNS TO ASTM A500, GRADE B, LATEST EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT HIS OPTION. MISCELLANEOUS STRUCTURAL STEEL SHAPES SHALL CONFORM TO ASTM A36 UNLESS NOTED OTHERWISE. MISCELLANEOUS EMBEDDED STEEL ITEMS SHALL BE A36 STEEL UNLESS NOTED OTHERWISE. B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM F1554, GR. 36 UNLESS NOTED OTHERWISE. C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION." D. EXCEPT WHERE DETAILED OTHERWISE, FABRICATOR SHALL SELECT STEEL CONNECTIONS PER AISC "MANUAL OF STEEL CONSTRUCTION" (ASD), TABLE 11-A AND/OR AISC "SIMPLE SHEAR CONNECTION MANUAL" WITH A325 N BOLTS (OR WELDED EQUIVALENT) TO SUPPORT LOADS INDICATED ON THE STRUCTURAL DRAWINGS. WHEN LOADS ARE NOT SHOWN, SELECT CONNECTION TO SUPPORT 60% THE TOTAL UNIFORM LOAD CAPACITY PER AISC "MANUAL OF STEEL CONSTRUCTION" FOR EACH GIVEN BEAM AND SPAN FOR NON-COMPOSITE MEMBERS. SUBMIT DESIGN CALCULATIONS, BEARING THE STAMP AND SIGNATURE OF THE PROFESSIONAL ENGINEER LICENSED IN THE STATE OF COLORADO, AND EMPLOYED BY THE STEEL FABRICATOR, FOR ALL CONNECTIONS NOT COMPLETELY DETAILED ON THE STRUCTURAL DRAWINGS AND FOR ANY PROPOSED ALTERNATE CONNECTION DETAILS. E. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS-D1.1. F. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16" CONTINUOUS FILLET UNLESS NOTED OTHERWISE. G. FOR ALL BEAM/COLUMN OR BEAM/BEAM CONNECTIONS, PROVIDE HORIZONTAL SHORT SLOTS IN CONNECTION MEMBER ONLY (WT-SECTIONS, ANGLES OR SHEAR PLATES). H. STRUCTURAL STEEL SUPPLIER TO FURNISH LINTELS FOR ALL MASONRY OPENINGS PER LOOSE LINTEL SCHEDULE OR AS SHOWN OTHERWISE ON STRUCTURAL DRAWINGS. ONE END OF THE LINTEL SHALL BE FREE TO MOVE HORIZONTALLY TO ALLOW FOR ELONGATION AND SHORTENING. I. THE TERMINOLOGY "CONTINUOUS" MEANS QUANTITY. PROVIDE THE NECESSARY JOINT DETAILS TO ALLOW FOR BUILDING MOVEMENTS. COORDINATE LOCATIONS WITH ARCHITECTURAL CONTROL AND EXPANSION JOINTS. J. PROVIDE ANCHOR BOLTS FOR BEAMS BEARING ON MASONRY UNLESS OTHERWISE NOTED. E. SLABS, TOPPING, FOOTINGS, BEAMS AND WALLS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE SHOWN. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS REVIEWED BY THE ENGINEER. EAGLE COUNTY AMENDMENTS. C 1.5 G. SEISMIC SOIL SITE CLASS D DESIGN CATEGORY C SS 0.348 g S1 0.008 g SDS 0.353 g SD1 0.128 g BASIC SEISMIC FORCE RESISTING SYSTEM IS WOOD-FRAMED WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE. SEISMIC RESPONSE COEFFICIENTS, CS 0.054 RESPONSE MODIFICATION FACTOR, R 6 1/2 ANALYSIS PROCEDURE USED EQUIVALENT LATERAL FORCE DESIGN BASE SHEAR, V 42.0 KIPS 1 1 4. GLUED-LAMINATED TIMBERS SHALL BE MANUFACTURED AND IDENTIFIED AS REQUIRED IN ANSI/AITC A190.1 AND ASTM D3737.1 J. SAWN LUMBER SHALL BE INDENTIFIED BY THE GRADE MARK OF LUMBER GRADING OR INSPECTION AGENCY THAT HAS BEEN APPROVED BY AN ACCREDITATION BODY THAT COMPLIES WITH DOC PS 20 OR EQUIVALENT. K. STRUCTURAL CAPACITES AND DESIGN PROVISIONS FOR PREFABRICATED WIID I-JOISTS SHALL BE ESTABLISHED AND MONITORED IN ACCORDANCE WITH ATSM D5055. L. WOOD STRUCTURAL PANELS (I.E., COMPOSITE PANELS PLYWOOD, OSB) USED IN A STRUCTURAL APPLICATION (I.E. SIDING, ROOF AND WALL SHEATHING, SUBFLOORING, DIAPHRAGMS, AND BUILT-UP MEMBERS) SHALL CONFORM TO THE REQUIREMENTS FOR THEIR TYPE IN DOC PS 1, DOC PS 2, OR ANSI/APA PRP 210, OR COMPLIANT IDENTIFICATION. 1 1. SOLAR 5 PSF 1 B1 WOOD BEAM SCHEDULE MARK BEAM SIZE B2 B3 B4 B5 B6 B7 (2)-2x10 (2)-9 1/4" LVL (2)-11 7/8" LVL (3)-2x8 (3)-2X10 (2)-2x8 (2)-7 1/4" LVL B8 B9 B10 B11 (3)-9 1/4" LVL (3)-11 7/8" LVL (4)-11 7/8" LVL (3)-7 1/4" LVL WC1 WOOD COLUMN SCHEDULE MARK (2)-2x4 STUD SIZE WC2 WC3 WC4 WC5 WC6 WC7 (3)-2x4 (2)-2x6 (3)-2x6 (2)-3 1/2" LVL (3)-3 1/2" LVL (4)-3 1/2" LVL H1 WOOD HEADER SCHEDULE MARK (2)-2x8 SIZE TRIMMER STUDS H2 H3 H4 H5 H6 H7 H8 H9 (3)-2x8 (3)-2x8 (3)-2x8 (3)-2x10 (3)-2x10 (3)-2x10 (3)-7 1/4" LVL (3)-9 1/4" LVL (2)-2x4 (2)-2x6 KING STUD (1)-2x4 (1)-2x6 (2)-2x6 (3)-2x6 (1)-2x6 (2)-2x6 REMARKS (2)-2x6 (2)-2x6 (2)-2x6 (2)-2x6 (2)-2x6 (2)-2x6 (2)-2x6 (3)-2x6 (2)-2x6 (3)-2x6 NOTES: 1.PROVIDE WOOD COLUMN OF SIZE (3)-2X6 IN 2X6 WALLS AND (3)-2X4 IN 2X4 WALLS UNLESS OTHERWISE NOTED. 2.PROVIDE 2X6 AT 1'-4"O.C. STUDS IN 2X6 WALL AND 2X4 AT 1'-4" STUDS IN 2X4 THINK WALLS UNLESS OTHERWISE NOTED. PROJ. NO. DRAWN: CHECKED: DATE: REVISIONS SCALE: SHEET TITLE: ISSUED FOR: APPROVED: 3560 WALNUT ST. UNIT A DENVER, CO 80205 PHONE 303.758.3800 © NEO STUDIO 2/22/2023 5:08:48 PM12" = 1'-0"HAYMEADOWBUILDING D91 MT. HOPE CIRCLEEAGLE, COLORADO21008177.00 CLH JIN 11/17/22 PERMIT GENERAL NOTES S1.01 JIN 1 02/22/2023 BLDG. DEPT. RESPONSE AND REVISIONSC TYPICAL CONTROL JOINT DETAIL X 3/16" WIDE SAW CUT 1/4 OF SLAB DEPTH 5/8"Ø X 2'-0" ROD CONTINUOUS KEY 1 1 /2" X 1 1/2" AT 1'-6" GREASED W.W.R. OR BAR TYPICAL CONSTRUCTION JOINT DETAIL REINFORCING RE: PLAN W.W.R. OR BAR REINFORCING RE: PLAN RE: SOILS REPORT FOR GRAVEL REQUIREMENTS RIGID INSULATION PER PLAN LOCATED PER ARCHITECTURAL RIGID INSULATION PER PLAN LOCATED PER ARCHITECTURAL SEE PLANSEE PLANTYPICAL STEPPED FOOTING DETAIL 1 1 PROVIDE STANDARD HOOK IF TENSION Ld. IS NOT DEVELOPED STANDARD HOOK TYPICAL FOOTING REINFORCEMENT BARS TO MATCH TYPICAL FOOTING REINFORCEMENT 3"3"SEE PLANSEE PLANSEE PLAN SEE PLAN TENSION LAP STANDARD CORNER REINFORCEMENT DETAIL TYPICAL 90° HOOK #5 VERTICAL (TYPICAL) OR MATCH VERTICAL WALL REINFORCING CORNER INTERSECTION #5 VERTICAL (TYPICAL) CORNER INTERSECTION HORIZONTAL REINFORCEMENT (TYPICAL)LAP LENGTHDEVELOPMENTLAP LENGTHDEVELOPMENTLAP LENGTH DEVELOPMENT LAP LENGTH DEVELOPMENT #5 VERTICAL (TYPICAL) #5 VERTICAL (TYPICAL)LAP LENGTHDEVELOPMENTLAP LENGTH DEVELOPMENT LAP LENGTH DEVELOPMENT LAP LENGTHDEVELOPMENTTYPICAL NON-LOAD BEARING PARTITION WALL SUPPORT 40d NAIL AT 2'-0" DRILL HOLE FOR SLIP FIT THROUGH TOP PLATE SLAB (SEE PLAN) T.O. CONC. 2X TREATED PLATE ATTACH TO SLAB WITH ANCHOR BOLTS OR RED-HEAD. RIP PLATE TO MATCH WIDTH OF STUDS AND BOTH LAYERS OF GYPSUM BOARD. (NOTE: COUNTER SINK ALL EXPANSION BOLTS FOR 1 1/2" CLEARANCE). NOTE: DO NOT ATTACH BASE BOARDS TO TOP PLATE. ATTACH TO BOTTOM PLATE ONLY.SOILS REPORT1 1/2" CLEAR SEE2X6 TREATED PLATE SLAB ON GRADE VIEW A-A AA HOLDOWN RE: SCHEDULE STUD PACK RE: SCHEDULE RE: SCHEDULE FOR ANCHOR ROD SIZE (NELSON CPL) WELDED TO EMBED PLATE (2)-3/4"Ø X H.A.S. FOR DTTZ7 (3)-3/4"Ø X H.A.S. FOR HDU8 (5)-3/4"Ø X H.A.S. FOR HDU14 1/2" EMBED PLATE (HOLDDOWN-EMBED PLATE) 2X6 TREATED PLATE SLAB ON GRADE AA HOLDOWN RE: SCHEDULESTUD PACK RE: SCHEDULE 5/8" Ø ROD AT DTTZZ AND HDU5 (1554 GR 36) DRILLED AND EPOXY WITH SIMPSON SET XP (HOLDDOWN-DRILL AND EPOXY) AND HDU5 NOTE: REBAR NOT SHOWN FOR CLARITY NOTE: REBAR NOT SHOWN FOR CLARITY 2"4"4"4"4"2"1 1/2"1 1/2"2"4"4"2"2"4"2"1 1/2"1 1/2"1 1/2"1 1/2"RE: ARCH 12 ROOF SHEATHING SEE PLAN EDGE NAILING 2x BLOCKING ROOF JOIST SEE PLAN SIMPSON H3 AT EACH JOIST ROOF SHEATHING SEE PLAN TRUSS BLOCKING AT 4'-0" EDGE NAILING SIMPSON A35 OR LTP4 AT 1'-6" MAXIMUM 2X6 BEARING WALL AT 1'-4" SHEARWALL SEE PLAN AND SCHEDULE RE: PLAN FOR HEADER ROOF SHEATHING SEE PLAN ROOF JOIST SEE PLAN HEADER SEE PLAN EDGE NAILING . PROJ. NO. DRAWN: CHECKED: DATE: REVISIONS SCALE: SHEET TITLE: ISSUED FOR: APPROVED: 3560 WALNUT ST. UNIT A DENVER, CO 80205 PHONE 303.758.3800 © NEO STUDIO 2/22/2023 5:08:48 PM3/4" = 1'-0"HAYMEADOWBUILDING D91 MT. HOPE CIRCLEEAGLE, COLORADO21008177.00 CLH JIN 11/17/22 PERMIT CONCRETE DETAILS S1.02 JIN 3/4" = 1'-0" SECTION1 3/4" = 1'-0" SECTION33/4" = 1'-0" SECTION2 3/4" = 1'-0" SECTION4 3/4" = 1'-0" SECTION5 1 02/22/2023 BLDG. DEPT. RESPONSE AND REVISIONSC3/4" = 1'-0" SECTION6 3/4" = 1'-0" SECTION7 3/4" = 1'-0" SECTION8 3/4" = 1'-0" SECTION11 1 1 1 3/4" = 1'-0" SECTION9 3/4" = 1'-0" SECTION10 1 1 AND LOWER PLATE SPLICE 2'-4" MINIMUM OFFSET BETWEEN LOCATIONS OF UPPER PLATE SPLICE SPLICE AT UPPER TOP PLATE UPPER AND LOWER PLATES AT TOP OF WALL SPLICE AT LOWER TOP PLATE (2) ROWS 16d COMMON NAILS AT 5" (TOTAL 10 NAILS -MINIMUM) WOOD STUDSTYPICAL TOP PLATE SPLICE DETAIL FACE GRAINFACE GRAINTYP. PLATE SPLICE 1 S03.01 NAILING STAGGERED AT ADJACENT PANEL EDGES PLWOOD STUDS/BLOCKING AT ADJACENT PANEL EDGES NAILING SHALL BE STAGGERED HOLDOWN AT SHEARWALL ABOVE 2x (OR) 3x STUDS AS REQUIRED PR SHEAR WALL SCHEDULE THIS SHEET SILL PLATE HOLDOWN -AT ENDS OF SHEARWALL, SEE PLANS AND DETAILS FOR LOCATIONS AND OTHER INFORMATION AT ADJACENT PANEL EDGES NAILING SHALL BE STAGGERED EDGE FASTENING SEE SHEARWALL SCHEDULE EDGE MEMBERS FOR ALL SHEARWALLS SILL BOLTS OR SILL CONN. WITH 3"X3"X1/4" PLATE WASHER AT BASE OF SHEARWALL AT FOUNDATION. SEE SHEARWALL SCHEDULE TYPICAL PLYWOOD SHEARWALL DETAIL FIELD, INTERMEDIATE SUPPORT FASTENERS FULL HEIGHT STUDS -TYP. BLOCKING ALL PANEL EDGES FACE GRAIN SHEATHING 1/8" GAP EDGE FASTENERS ROOF OR FLOOR TRUSS TOP CHORD FLOOR SHEATING SHALL BE GLUED AND FASTENED PER GENERAL NOTES AND PLAN NOTES PANEL BOUNDARY FASTENERS GENERAL NOTES AND PLAN NOTES STAGGER SHEATHING EDGES SHEATHING EDGE FASTENING SEE GENERAL NOTES AND PLAN NOTES SHEATHING INTERMEDIATE SUPPORT FASTENING TO TRUSSES SEE GENERAL NOTES AND PLAN NOTES TYPICAL DIAPHRAGM SHEATHING AT FLOOR AND ROOF STUDS AT ALL PANLE POINTS PLYWOOD SHEATHING SEE SHEARWALL SCHEDULE VERTICAL PANEL JOINTS SHALL BE OFFSET (IN PLAN) EDGE NAILING SEE SHEARWALL SCHEDULE EDGE NAILING SEE SHEARWALL SCHEDULE SHEARWALL AT PLYWOOD SHEATHING ON BOTH SIDES STUDS AT ALL PANEL JOINTS EDGE NAILING SEE SHEARWALL SCHEDULE VERTICAL PANEL JOINT LOCATION PLYWOOD SHEATHING SEE SHEARWALL SCHEDULE SHEARWALL AT PLYWOOD SHEATHING ON ONE SIDE DOUBLE TOP PLATE CRIPPLE WALL DO NOT SPLICE BOTH PLATES AT BOTTOM PLATE, RE: SECTIONS ANCHOR BOLTS WITH 3"X3"X1/4" PLATE WASHER, RE: PLAN AND KING STUD CONTINUOUS SAME LOCATION PLANS FOR SIZE HEADER -SEE FRAMING WINDO W OR DOOR (1 )-T R IM M E R S T U D C O N T IN U O U S STUDS CRIPPLE TYPICAL HEADER /WALL FRAMING SHEAR WALL SCHEDULE PACK SUPPORTS FRAMING ABOVE TRIM MER W HERE JAMB STUD BLOCK SOLID TO MATCH (2)-PIECE BETWEEN WALL PLATES TYP., U.N.O. B E T W E E N H E A D E R A N D B O T T O M W A L L P L A T E PROVIDE OPENING REINFORCEMENT PER THIS SECTION AT SHEARWALLS 4'-0" LONG OR LESS TYPICAL SHEARWALL OPENING AT 4'-0" OR SHORTER WALLS CS16 STRAP 12" X 12" MAXIMUM OPENING DOUBLE TOP PLATE 2X BLOCKING (4)-A35 CLIPS (2)-TOP & (2)-BOTTOM (INCHES) (3000 PSI NORMAL WEIGHT CONCRETE) OTHER REINFORCING LAP SCHEDULE NOTE: Fy = 60,000 psi 3 TOP HOR. 16 OTHER 28 TOP HOR. 821 USE CLASS B SPLICE LAP SPLICE NOTES: 1.ALL SPLICES SHALL BE WIRED IN CONTACT, STACKED VERTICAL. 2.ALL SPLICES ARE "ls" UNLESS NOTED OTHERWISE. 3.LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL GOVERN IN LIEU OF LAP LENGTHS SCHEDULE. 4.BUNDLED BAR SPLICES: A. INDIVIDUAL BAR SPLICES WITHIN THE BUNDLE SHALL B. INCREASE LAP LENGTH 20% FOR A 3 BAR BUNDLE. C. INCREASE LAP LENGTH 33% FOR A 4 BAR BUNDLE. ADJUSTMENTS TO GIVEN LAP LENGTHS: 1.IF REINFORCING IS SPECIFIED AS EPOXY COATED, 2.IN LIGHTWEIGHT AGGREGATE IS SPECIFIED, 3.SCHEDULED LAP LENGTHS ASSUME: A. CLEAR COVER IS GREATER THAN BAR DIAMETER B. CLEAR SPACING BETWEEN BARS IS GREATER C. IF EITHER CONDITION A OR B IS NOT NET, 15 INCREASE SCHEDULED LAG LENGTHS BY 50%. INCREASE SCHEDULED LAP LENGTHS BY 33%. AND NOT LESS THAN 3/4" THAN 2 BAR DIAMETERS. INCREASE LENGTHS BY 50%. BE STAGGERED. SHEARWALL SCHEDULE 2X 2X MARK HOLDOWN SCHEDULE SIMPSON HOLDOWN NOTES ANCHOR BOLTS BOUNDARY COLUMN D HDU14-SDS2.5 NOTES: 1.ALL PLYWOOD AND GYPBOARD PANEL EDGES SHALL BE BLOCKED. BLOCKING SHALL MATCH THE STUDS AT ADJOINING PANEL EDGES. NAIL SPACING AT 12" ON CENTER ALONG INTERMEDIATE FRAMING MEMBERS. 3.STAGGER ALL SHEATHING JOINT AND SILL PLATE NAILING. 4.NAILS SHALL BE COMMON OR GALVANIZED BOX IN PLYWOOD SHEARWALLS. ALL PLYWOOD PANELS SHALL BE APA RATED EXPOSURE 1 SHEATHING, UNLESS NOTED OTHERWISE. 6. INDICATES SHEARWALL INDICATES HOLD-DOWN RE: HOLDOWN SCHEDULE 2. 5. EXTENT OF SHEARWALL INDICATED BY ON PLAN. TYPE TYPE AT EACH END OF WALL COMMENTS S1 S2 S3 S4 1. SIMPSON FLOOR TO FLOOR HOLD-DOWN STRAPS SHALL BE AS NOTED ON PLANS. HOLD-DOWNS ARE CALLED OUT AT 3.MINIMUM HOLD-DOWN COLUMN AT EACH WALL END SHALL BE (2)-2X6 FASTENED TOGETHER WITH NAILING EQUIVALENT TO THE PANEL EDGE NAILING. SIMPSON HOLD-DOWNS SHALL BE AS NOTED ON PLAN AND INSTALLED PER MANUFACTURER. 2. THE TOP OF THE SHEARWALL ON PLAN, AND SHALL BE INSTALLED AT EACH END OF THE WALL. 4.POST INSTALLED ANCHOR BOLTS SHALL BE APPROVED BY ENGINEER OF RECORD PRIOR TO INSTALLATION. 5.ANCHOR BOLTS SHALL BE INSTALLED WITH A HEAVY HEX NUT. ALL EXTERIOR WALLS SHALL BE TYPE SHEARWALLS UNLESS NOTED OTHERWISE.7. STEEL PLATE WASHERS 3"X3"X1/4" REQUIRED AT ALL ANCHOR BOLTS.8. PLAN MARK WALL SHEATHING AND ATTACHMENT 1 1/2" ZIPS PANEL WITH 8d COMMONS 4" O.C. EDGES, 12" O.C. FIELD 1 1/2" ZIPS PANEL WITH 8d COMMONS 3" O.C. EDGES, 12" O.C. FIELD 7/16" ZIPS PANEL WITH 8d COMMONS 4" O.C. EDGES, 12" O.C. FIELD 5/8" GYPSUM WITH 6d COOLER NAILS AT 4" ON BOTH SIDES 2X 2X FRAMING MEMBERS AT ABUTTING PANEL EDGES SILL PLATE CONNECTION TO BLOCKING / RIM AT FRAMED FLOORS (USE SHEARWALL MARK BELOW FLOOR) 16d COMMON NAILS AT 5" O.C. INTO SOLID BLOCKING OF SDS 1/4" X 4 1/2" WOOD SCREWS AT 9" OR SIMPSON A35 AT 1'-6" MAX. 16d COMMON NAILS AT 4" O.C. INTO SOLID BLOCKING OF SDS 1/4" X 4 1/2" WOOD SCREWS AT 8" OR SIMPSON A35 AT 1'-4" MAX. 16d COMMON NAILS AT 5" O.C. INTO SOLID BLOCKING OF SDS 1/4" X 4 1/2" WOOD SCREWS AT 9" OR SIMPSON A35 AT 6" MAX. 16d COMMON NAILS AT 5" O.C. INTO SOLID BLOCKING OF SDS 1/4" X 4 1/2" WOOD SCREWS AT 9" OR SIMPSON A35 AT 1'-6" MAX. ANCHOR BOLTS AT FOUNDATION OR STRUCTURAL SLAB 5/8"Ø X 10" ANCHOR BOLT OR 5/8"Ø X 6 1/2" TITEN HD AT 2'-8" O.C. 5/8"Ø X 10" ANCHOR BOLT OR 5/8"Ø X 6 1/2" TITEN HD AT 2'-8" O.C. 5/8"Ø X 10" ANCHOR BOLT OR 5/8"Ø X 6 1/2" TITEN HD AT 2'-8" O.C. 5/8"Ø X 10" ANCHOR BOLT AT 2'-8" O.C. BLOCKING / RIM ATTACHMENT TO WALL PLATES SIMPSON A35 OR LTP4 AT 1'-6" MAX. SIMPSON A35 OR LTP4 AT 1'-4" MAX. SIMPSON A35 OR LTP4 AT 1'-6" MAX. SIMPSON A35 OR LTP4 AT 1'-6" MAX. C HDU8-SDS2.5 B HDU5-SDS2.5 A DTT2Z 5/8"Ø ANCHOR ROD RE: X / SXXX AT FOUNDATION AND FLOOR TO FLOOR SEE ? / SXXX 5/8"Ø ANCHOR ROD RE: X / SXXX AT FOUNDATION AND FLOOR TO FLOOR SEE ? / SXXX 7/8"Ø ANCHOR ROD RE: X / SXXX AT FOUNDATION AND FLOOR TO FLOOR SEE ? / SXXX 1"Ø ANCHOR ROD RE: X / SXXX AT FOUNDATION AND FLOOR TO FLOOR SEE ? / SXXX (2)-2X6, (2)-2X4 (2)-2X6, (3)-2X4 (3)-2X6, (5)-2X4 (4)-2X6, (6)-2X4 21 BAR SIZE DEVELOPMENT LENGTH, ld CLASS B LAP SPLICE LENGTH, ls HOOK DEVELOPMENT LENGTH, ldh COMPRESSION SPLICE, lc 4 22 37 1128 2028 5 27 46 1436 2536 6 33 56 1643 3043 7 48 81 1962 3562 8 55 93 2271 4071 9 62 104 2580 4580 10 70 118 2890 5090 S1 S#X NO SCALE COLUMN CONNECTION TYPICAL STUD PACK 6 PLY COLUMN 5 PLY COLUMN 4 PLY COLUMN 3 PLY COLUMN 2 PLY COLUMN CS16 STRAP AT 3RD POINTS AND (1)-10d AT 1'-0" EACH PLAY (STAGGERED) CS16 STRAP AT 3RD POINTS AND (1)-10d AT 1'-0" EACH PLAY (STAGGERED) (1)-10d AT 1'-0" EACH PLAY (STAGGERED) (1)-10d AT 1'-0" EACH PLAY (STAGGERED) (1)-10d AT 1'-0" EACH PLAY (STAGGERED) PROJ. NO. DRAWN: CHECKED: DATE: REVISIONS SCALE: SHEET TITLE: ISSUED FOR: APPROVED: 3560 WALNUT ST. UNIT A DENVER, CO 80205 PHONE 303.758.3800 © NEO STUDIO 2/22/2023 5:08:49 PM3/4" = 1'-0"HAYMEADOWBUILDING D91 MT. HOPE CIRCLEEAGLE, COLORADO21008177.00 CLH JIN 11/17/22 PERMIT TYPICAL FRAMING SECTIONS S1.03 JIN 3/4" = 1'-0" DETAIL1 3/4" = 1'-0" SECTION6 3/4" = 1'-0" SECTION5 3/4" = 1'-0" SECTION3 3/4" = 1'-0" SECTION4 3/4" = 1'-0" SECTION7 3/4" = 1'-0" SECTION2 1 02/22/2023 BLDG. DEPT. RESPONSE AND REVISIONSC #4 AT 2'-0" X 1'-6"1'-6" #5 AT 1'-4" (2)-#5 X CONTINUOUS RE: CIVIL PATIO (2)-#5 AT TOP SEE PLAN4'-0" MIN.1'-0"3" CLR.2X6 TREATED PLATE WITH 5/8"ANCHOR BOLTS RE: SCHEDULE FOR SPACING #5 AT 1'-4" EACH WAY (2) #5 X CONTINUOUS (2) #5 CONTINUOUS 1 1/2" ZIPS PANEL RE: ARCH AT TOP SLAB ON GRADE RE: PLAN 2X6 BEARING WALL AT 1'-4" 1/2" ISOLATION JOINT 6"4'-0" MIN.1'-0"3"SEE PLAN 5 1/2" 2 1/2"8" MIN.RE: SOILS REPORT FOR 1'-6" DEEP OVER EXCAVATION BELOW ALL FOOTINGS SHEARWALL RE: PLAN AND SCHEDULE #5 AT 1'-4" (2)-#5 X CONTINUOUS (2) #5 CONTINUOUS AT TOP 2X6 BEARING WALL AT 1'-4" #5 CONTINUOUS (SEE PLAN) T.O. SLAB 8" TYP.MIN.1'-0"1'-0"3" CLR.SEE PLAN 5 1/2"2 1/2" 2X6 TREATED PLATE WITH 5/8"Ø ANCHOR BOLT, RE: SCHEDULE FOR SPACING SLAB ON GRADE RE: PLAN RE: SOILS REPORT FOR GRAVEL BELOW SLABSEE PLANVARIESSHEARWALL, RE: PLAN AND SCHEDULE SLAB ON GRADE #5 AT 1'-4" (2)-#5 X CONTINUOUS (2) #5 CONTINUOUS AT TOP RE: PLAN 2X6 TREATED PLATE WITH 5/8"Ø ANCHOR BOLT, RE: SCHEDULE FOR SPACING 2X6 BEARING WALL AT 1'-4" #5 CONTINUOUS SLAB ON GRADE RE: PLAN (SEE PLAN) T.O. SLAB MIN.1'-0"1'-0"SEE PLAN 8" TYP.3" CLR.5 1/2"2 1/2" SLAB ON GRADE #5 AT 1'-4" (2)-#5 X CONTINUOUS (2) #5 CONTINUOUS AT TOP RE: PLAN 2X4 TREATED PLATE WITH 5/8"Ø ANCHOR BOLT, AT 2'-8" MAXIMUM(2)-2X4 BEARING WALL AT 1'-4" #5 CONTINUOUS ISOLATION JOINT (SEE PLAN) T.O. SLAB 3 1/2"2 1/2"1'-0"3" CLR.SEE PLAN 2X6 TREATED PLATE WITH 5/8"∅ANCHOR BOLT, RE: SHEARWALL SCHEDULE RE: 2/S-003 (2) #5 X CONTINUOUS 1 1/2" ZIPS PANEL, RE: SHEARWALL SCHEDULE FOR EDGE NAILING SLAB ON GRADE RE: PLAN 2X6 BEARING WALL AT 1'-4" 1/2" ISOLATION JOINT FOR SPACING SIMPSON LUS HANGER EACH END 2X DECKING 2X8 LEDGER WITH 5/8"Ø X 6" TITEN HD ANCHORS AT 1'-0" STAGGERED SIMPSON AC POST CAP WOOD POST WITH ABU POST BASE WOOD BEAM, RE: PLAN (3)-#4 TIES AT TOP AND AT 12" (7)-#5 VERTICAL MIN.8"1'-0"3" CLR.SEE PLAN4'-0" MIN.4'-0"6"1'-4" Ø 3" 10" (3)-#5 EACH WAY ABU POST BASE 6X6 POST WITH (4)-#4 X REQ.8" (3)-#3 TIES AT TOP AND AT 1'-0"1'-0"3" CLR.SEE PLAN4'-0" MIN.6"RE: SOILS REPORT FOR 1'-6" DEEP OVER EXCAVATION BELOW ALL FOOTINGS EXTERIOR SLAB-ON-GRADE L 3X3X1/4 X 0'-6" WITH (1)-3/4"Ø X 6" TITEN HD HSS STRINGER RE: PLAN JOIST RE: PLAN (2)-#4 CONTINUOUSMIN.10"1'-6" RE: SOILS REPORT FOR GRAVEL BELOW SLAB 3" COLUMN DIM +1 3/4"1 1/2"COLUMNDIM+ 1 3/4"3"1 1/2"1 1/2"3"COLUMNDIM+ 3"3"1 1/2"3"1 1/2"3"3"COLUMNDIM+ 1 3/4"COLUMNDIM+ 1/2"COLUMN DIM + 1/2" COLUMN DIM + 1/2" PROVIDE (2)-ADDITIONAL VERTICAL BAR AT STEEL COLUMN (4)-3/4"Ø EXPANSION PLATE 3/4" X BASE CORNER TYPICAL BOLTS OR ANCHOR BOLTS END SLAB ON GRADE RE: PLAN 1" SHIM AND GROUT STEEL COLUMN RE: PLAN 8" MIN.BASE PLATE 3/4"X BASE PLATE 3/4"X 2X6 INTERIOR BEARING WALL WITH SHEATHING SLAB ON GRADE #5 AT 1'-4" (3)-#5 X CONTINUOUS AT GARAGE PLUMBING PIPE IN GROUND SLOPE 1/2" ISOLATION JOINT AT INTERIOR SLAB ON GRADE CURB ABOVE FOOTING PROVIDE BLOCKOUT IN AS REQUIRED AT PLUMBING PIPES PER M.E.P. PLANS SLAB AND TURN ABOVE PIPE TO EXTEND BELOW FOOTING TO PIPE IN GROUND TYPICAL PLUMBING THROUGH FOUNDATION WALL1'-0"MIN.1'-0"3" CLR.SEE PLAN RE: SOILS REPORT FOR GRAVEL BELOW SLAB #4 AT 2'-0" X 1'-6"1'-6" #5 AT 1'-4" (2)-#5 X CONTINUOUS RE: CIVIL PATIO OR DECK, (2)-#5 AT TOP SEE PLAN4'-0" MIN.1'-0"3" CLR.6" NOTCH SLAB 1 1/4" X 6" FOR DOOR SILL RE: MANUFACTURER RE: SOILS REPORT FOR 1'-6" DEEP OVER EXCAVATION BELOW ALL FOOTINGS (6)-#4X CONT. #4 X 1'-0" 2'-8" L3X3X3/16 X CONT. WITH 1/2" Ø HIHI TZ BOLTS AT 1'-4" RE: ARCH FOR FAUX STONE (2) #4X CONT. TOP 8" AT 1'-0" SHEARWALL RE: PLAN AND SCHEDULE #5 AT 1'-4" (2)-#5 X CONTINUOUS (2) #5 CONTINUOUS AT TOP 2X4 BEARING WALL AT 1'-4" #5 CONTINUOUS (SEE PLAN) T.O. SLAB 8" TYP.MIN.1'-0"1'-0"3" CLR.SEE PLAN 5 1/2"2 1/2" 2X4 TREATED PLATE WITH 5/8"Ø ANCHOR BOLT, RE: SCHEDULE FOR SPACING SLAB ON GRADE RE: PLAN RE: SOILS REPORT FOR GRAVEL BELOW SLABSEE PLANVARIESPROJ. NO. DRAWN: CHECKED: DATE: REVISIONS SCALE: SHEET TITLE: ISSUED FOR: APPROVED: 3560 WALNUT ST. UNIT A DENVER, CO 80205 PHONE 303.758.3800 © NEO STUDIO 2/22/2023 5:08:50 PM3/4" = 1'-0"HAYMEADOWBUILDING D91 MT. HOPE CIRCLEEAGLE, COLORADO21008177.00 CLH JIN 11/17/22 PERMIT FOUNDATION SECTIONS S1.04 JIN 3/4" = 1'-0" DETAIL1 3/4" = 1'-0" DETAIL2 3/4" = 1'-0" DETAIL3 3/4" = 1'-0" DETAIL4 3/4" = 1'-0" DETAIL5 3/4" = 1'-0" DETAIL113/4" = 1'-0" DETAIL10 3/4" = 1'-0" DETAIL8 3/4" = 1'-0" DETAIL9 3/4" = 1'-0" DETAIL7 3/4" = 1'-0" SECTION6 3/4" = 1'-0" DETAIL12 1 02/22/2023 BLDG. DEPT. RESPONSE AND REVISIONS 3/4" = 1'-0" DETAIL13 C S1A S1A S1AS1A S1AS1A S2B S1AS1AS1AS1A S1AS2B S1AS1A S1A S1AS1A21 3 4 5 6 F E D C B A 2'-0"3'-0"TOP OF 4" THICK 100'-0" SOG 1 S1.04 8 S1.04 4 S1.04 5 S1.04 2 S1.04 10 S1.04 4 S1.04 5 S1.04 2 S1.04 13 S1.04 2'-0"2'-0"2'-0"4 S1.04 3'-0"11'-10 1/2"8'-0"11'-10 1/4"(98'-0")(98'-0")(96'-0")(98'-0")(98'-0")(98'-0")(98'-0")EL (100'-9") T.O. SLAB EL (100'-6") T.O. SLAB EL (100'-3") T.O. SLAB EL (99'-11") T.O. SLAB [101'-0"](96'-0")[101'-0"][101'-0"][100'-6"][101'-0"][101'-0"][101'-0"][101'-6"]EL (100'-2") T.O. SLABEL (100'-5") T.O. SLAB EL (99'-8 1/2") T.O. SLAB EL (99'-6 1/2") T.O. SLAB EL (99'-4") T.O. SLAB EL (99'-4 1/2") T.O. SLAB EL (99'-2 1/2") T.O. SLAB EL (99'-1") T.O. SLAB 4 S1.04 5 S1.04 (96'-0") (97'-0") (96'-0") (99'-0")(96'-0")(99'-0") (99'-0") FOOTING STEP (99'-0") (99'-0") (97'-0")8"8"FOOTING STEP [100'-6"][100'-6"](96'-0")[100'-6"][100'-6"](96'-0")[100'-6"](96'-0")(96'-0") AT PERIMETER 3'-0" TYP. 8" EL (100'-0") T.O. SLAB 3'-0"3'-0"(99'-0")(99'-0") (99'-0") (99'-0") (98'-0")(98'-0") 78'-10" 17'-8 1/2"17'-8 1/2"8'-0"17'-8 1/2"17'-8 1/2"62'-10 3/4"6'-5"13'-8 3/4"11'-3 1/2"11'-4"20'-1 1/2"1 1/2"20'-1 3/4"19'-1"23'-5"1 1/2"1 1/2"20'-1 1/2"22'-4 1/2"20'-1 3/4"1 1/2"1 1/2"3'-3 1/2"8'-2 1/2"10'-10 1/4"1 1/2"3 S1.04 3 S1.04 13 S1.04 1 1/2"17'-5 1/2"43'-8"17'-5 1/2"1 1/2" 18'-8"3'-5"9'-1"2'-9"2'-9"43'-8" 1 1/2"1 1/2" 12'-6" FOOTING STEP WALL STEP WALL STEP WALL STEP WALL STEP WALL STEP WALL STEP WALL STEP WALL STEP WALL STEP WALL STEP WALL STEP WALL STEP 1 FOOTING STEP FOOTING STEP FOOTING STEP FOOTING STEP FOOTING STEP FOOTING STEP FOOTING STEP WALL STEP WALL STEP ( 96' - 0" ) 2'-0" 2'-0" 2'-0" 2'-0"3'-6"8"100'-0" T.O.SLAB [ 99' - 4" ] WALL STEP FOOTING STEP FOOTING STEP 1. DATUM ELEVATION 100'-0" EQUALS FIRST LEVEL SLAB ON GRADE. 2. [XXX'-XX"] INDICATES TOP OF FOUNDATION WALL ELEVATION. 3. (XXX'-XX") INDICATES TOP OF FOOTING ELEVATION. 4. {XXX'-XX"} INDICATES TOP OF LEDGE ELEVATION. 5. CONTRACTOR SHALL FOLLOW ALL REQUIREMENTS LISTED IN SOILS REPORT. 6. CONTRACTOR SHALL PLACE (3)-#5 VERTICALLY FULL HEIGHT OF WALL AT HIGH SIDE OF ALL WALL STEPS HIGHER THAN 4'-0" IN ADDITION TO WALL REINFORCEMENT SHOWN OTHERWISE. 7. FLOOR ELEVATIONS SHOWN ARE AT TOP OF SLAB OR AT TOP OF PLYWOOD FLOOR SHEATHING. 8. FOOTING ELEVATIONS SHOWN ARE MAXIMUMS AND MAY NEED TO BE LOWERED DUE TO SOIL CONDITIONS. VERIFY CHANGES WITH STRUCTURAL ENGINEER. 9. PLACE SLAB ON GRADE ON 4-INCH LAYER OF CLEAN GRAVEL AS OUTLINED IN SOILS REPORT. 10. UNLESS OTHERWISE NOTED - ALL SLAB ON GRADES ARE 4" THICK WITH 6X6 W2.1 X W2.1 WELDED WIRE FABRIC. 11. PROVIDE CONTROL JOINTS OR CONSTRUCTION JOINTS AS SHOWN ON FOUNDATION PLAN. MAXIMUM SIZE OF EACH AREA SHALL NOT EXCEED 225 FT2. 12. CONTRACTOR TO COORDINATE ALL DIMENSIONS AND DETAILS WITH ARCHITECTURAL DRAWINGS. 13. CENTER FOOTINGS UNDER WALLS AND COLUMNS UNLESS DIMENSIONED OTHERWISE ON FOUNDATION PLAN. 14. REFER TO ARCHITECTURAL DRAWINGS FOR STAIR FRAMING DETAILS AND LANDING SLAB ELEVATIONS. 15. ALL SITE WALLS NOT SHOWN ON THIS PLAN SHALL BE BUILT PER ARCHITECTURAL LANDSCAPE PLANS, DETAILS AND ELEVATIONS. SITE WALLS SHALL NOT BE CONNECTED TO THE BUILDING UNLESS NOTED OTHERWISE. FOUNDATION NOTES: PROJ. NO. DRAWN: CHECKED: DATE: REVISIONS SCALE: SHEET TITLE: ISSUED FOR: APPROVED: 3560 WALNUT ST. UNIT A DENVER, CO 80205 PHONE 303.758.3800 © NEO STUDIO 2/22/2023 5:08:51 PMAs indicatedHAYMEADOWBUILDING D91 MT. HOPE CIRCLEEAGLE, COLORADO21008177.00 CLH JIN 11/17/22 PERMIT FOUNDATION PLAN - BUILDING C S2.01C JIN 1/4" = 1'-0" FOUNDATION PLAN - BUILDING C1 C1 02/22/2023 BLDG. DEPT. RESPONSE AND REVISIONS S1A S1A S1AS1A S1AS1A S2B S1AS1AS1AS1A S1AS2B S1AS1A S1A S1AS1AS1AS1AS1A21 3 4 5 6 F E D C B A 11 7/8" TJI210 @ 1'-4" TREATED 2X10 @ 1'-4" UP ONLY UP ONLY UP ONLY UP ONLY UP ONLY TREATED 2X10 @ 1'-4" UP ONLY UP ONLY UP ONLY UP ONLY DECK DECKH211 7/8" TJI210 @ 1'-4" 11 7/8" TJI210 @ 1'-4" 11 7/8" TJI210 @ 1'-4"11 7/8" TJI210 @ 1'-4" 11 7/8" TJI210 @ 1'-4" UP ONLY UP ONLY B 2 B2 B2B2B2B2B2B2B211 7/8" TJI210 @ 1'-4" B4 B11 B11 W10x19 B11 B11 11 7/8" TJI210 @ 1'-4" 11 7/8" TJI210 @ 1'-4"H3H2H3 H2B10 H2H3H2H3H2B10 B1 B3 B1B3B3 2 S3.01 8 S3.01 8 S3.01 14 S3.01 6 S3.01 15 S3.01 1 S3.01 14 S3.01 2 S3.01 8 S3.01 8 S3.01 18 S3.01 7 S3.01 16 S3.01 10 S3.01 7 S3.01 8 S3.01 1 S3.01 17 S3.01 15 S3.01 DUXXBAK DECKING 6X6 POST UP SIM. 11 7/8" TJI210 @ 1'-4" 11 7/8" TJI210 @ 1'-4" TREATED 2X10 @ 1'-4" 11 7/8" TJI210 @ 1'-4" 11 7/8" TJI210 @ 1'-4" 11 7/8" TJI210 @ 1'-4" 11 7/8" TJI210 @ 1'-4" TREATED 2X10 @ 1'-4" UP ONLY UP ONLY UP ONLY UPUPUPUP ONLY UP ONLY UP ONLY UP ONLYUP ONLY UP WC6 UP WC6 UP WC6 UP ONLY UP ONLY B3 (3)-2x10 TREATED(3)-2x10 TREATED (3)-2x10 TREATED (3)-2x10 TREATED (3)-2x10 TREATED(3)-2x10 TREATEDDUXXBAK DECKING 78'-10" 17'-8 1/2"17'-8 1/2"8'-0"17'-8 1/2"17'-8 1/2"62'-10 3/4"6'-5"13'-8 3/4"11'-3 1/2"11'-4"20'-1 1/2"B2 6X6 POST UP 110'-1 3/4" TOP OF 1 1/2" THICK GYPCRETE ON 3/4" THICK SHEATHING H7 H8H8W10x45 B3 B11 B3 B3 B3 W10x54< 109' - 10 1/2" >(2)-11 7/8" TJI210 @ 1'-4" (2)-11 7/8" TJI210 @ 1'-4" UP UP UP UP UP UP UP UP UP UP UP UP UP UPUPUP UP UP H5 B4 H5 UP ONLY UP ONLY 1 H7 B2 B2 UP 1 1 1 1 B2 B7B7 B7 1 1 (2)-2x10 TREATED(2)-2x10 TREATED1 1 1B9W10x26 UPUPUPUPUPB2B11B11 B11B11 W10x19 WC6WC6WC6 B7B7B7 W10x26B9UP ONLY UP ONLY UP ONLY UP ONLY B10WALLABOVE2X10 @ 2'-0" 1 H21. ALL WOOD FRAMING JOISTS SHALL BE BCI 6000 TYPE JOIST AS MANUFACTURED BY BOISE CORPORATION. ALTERNATES SHALL HAVE EQUAL OR GREATER CAPACITY AND SHALL BE REVIEWED BY THE ENGINEER OF RECORD. 2. "VL" INDICATES VERSA-LAM BEAMS, AS MANUFACTURED BY BOISE CORPORATION ALTERNATES SHALL HAVE EQUAL OR GREATER CAPACITY AS LISTED IN THE STRUCTURAL GENERAL NOTES. 3. INDICATES COLUMN DOWN ONLY. MULTIPLE 2X FRAMING NOTED ON PLANS. 4. INDICATES COLUMN UP AND DOWN UNLESS IT BEARS ON CONCRETE WALL OR FOOTING BELOW, OR IS LABELED "UP ONLY". 5. < > INDICATES TOP OF BEAM ELEVATION OR PLATE HEIGHT ELEVATION. 6. INDICATES TOP OF STRUCTURAL FLOOR SHEATHING ELEVATION. 7. HEADERS SHALL BE (3)-2X10 UNLESS NOTED OTHERWISE. ALL HEADERS SHALL BE BUILT OUT TO 5 1/2" (3 1/2") WIDTH BY ADDING PLYWOOD SPACERS AS REQUIRED. 8. ALL COLUMNS SHALL BE (3)-2X6 OR (3)-2X4 UNLESS NOTED OTHERWISE. 9. WOOD COLUMNS SHALL BE CONTINUOUS FROM FLOOR TO FLOOR OR FLOOR TO ROOF. TRIMMERS SHALL BE ADDED TO NOTED COLUMN SIZES AS REQUIRED. 10. INDICATES INTERIOR BEARING WALLS. FLOOR JOISTS BEARING LOCATIONS SHALL LINE UP WITH STUDS BELOW. 11. ALL BEAM/BEAM AND BEAM/COLUMN CONNECTIONS SHALL BE MADE WITH SIMPSON STEEL PLATE CONNECTORS UNLESS NOTED OTHERWISE. 12. RE: ARCHITECTURAL DRAWINGS FOR LOCATION AND SIZE OF ROUGH OPENINGS IN WOOD STUD WALLS. 13. FOR ADDITIONAL DETAILS, FLOOR DIAPHRAGM NAILING SCHEDULE AND PLYWOOD SHEAR WALL NAILING SCHEDULE SEE SHEET S-001. 14. RE: ARCHITECTURAL DRAWINGS FOR HANDRAIL AND STAIR FRAMING DETAILS. 15. ALL EXTERIOR WALLS SHALL HAVE CONTINUOUS STUDS FROM FLOOR TO FLOOR OR FLOOR TO ROOF (INCLUDING RAKE WALLS). 16. RE: SHEET S-000 FOR GENERAL NOTES. WOOD FRAMING NOTES: 17. DENOTES MOMENT CONNECTION. 18. INDICATES ADDITIONAL FRAMING FOR HOT TUB LOADING OF 125 psf. PROJ. NO. DRAWN: CHECKED: DATE: REVISIONS SCALE: SHEET TITLE: ISSUED FOR: APPROVED: 3560 WALNUT ST. UNIT A DENVER, CO 80205 PHONE 303.758.3800 © NEO STUDIO 2/22/2023 5:08:52 PMAs indicatedHAYMEADOWBUILDING D91 MT. HOPE CIRCLEEAGLE, COLORADO21008177.00 CLH JIN 11/17/22 PERMIT LEVEL 2 FRAMING PLAN -BUILDING C S2.02C JIN 1/4" = 1'-0" LEVEL 2 FRAMING PLAN - BUILDING C1 C1 02/22/2023 BLDG. DEPT. RESPONSE AND REVISIONS S1A S1A S1AS1AS1AS1A S1AS1AS1AS2BS1AS1AS1AS1A S1AS2B S1AS1A S1A 21 3 4 5 6 F E D C B A 11 7/8" TJI210 @ 1'-4" 11 7/8" TJI230 @ 1'-4" 11 7/8" TJI230 @ 1'-4" H3 H2 B1B3B1B3 B1H2H2H3 H2H3H1H1 TREATED 2X10 @ 1'-4" B4 B4 11 7/8" TJI210 @ 1'-4" 11 7/8" TJI210 @ 1'-4" 11 7/8" TJI230 @ 1'-4" H3 2X4 @ 1'-0" O.C.2X4 @ 1'-0" O.C. 2X4 @ 1'-0" O.C.2X4 @ 1'-0" O.C.WC6WC6WC6WC6WC6 UP WC6 UP ONLY WC6 WC6 WC6 WC5 WC5 WC6WC5 WC5 3 S3.01 2 S3.01 14 S3.01 8 S3.01 2 S3.01 2 S3.01 10 S3.01 14 S3.01 9 S3.01 1 S3.01 15 S3.01 1 S3.01 14 S3.01 2 S3.01 8 S3.01 8 S3.01 8 S3.01 2 S3.01 1 S3.01 SIM. B10B10 B10B10 (3)-11 7/8" LVL (2)-2x10 TREATED(2)-2x10 TREATED(3)-2x10 TREATED (3)-2x10 TREATED11 7/8" TJI230 @ 1'-4" 11 7/8" TJI230 @ 1'-4" H3 H2 H2H3 H2H2B1 B3B1B3B1 H1 H1TREATED 2X10 @ 1'-4" 11 7/8" TJI230 @ 1'-4" 11 7/8" TJI210 @ 1'-4" 11 7/8" TJI210 @ 1'-4" TREATED 2X10 @ 1'-4" 11 7/8" TJI210 @ 1'-4" 11 7/8" TJI210 @ 1'-4" 11 7/8" TJI210 @ 1'-4" TREATED 2X10 @ 1'-4"H2H2 H2H2B1 B3 B3 B3 B3H3H 1 11 7/8" TJI210 @ 1'-4" 11 7/8" TJI210 @ 1'-4" TREATED 2X10 @ 1'-4"H2H3 H2H3 H2 B3 B3 B3 B3 B1 H2H3H 111 7/8" TJI210 @ 1'-4" B2 (3)-2x10 TREATED(3)-2x10 TREATED (2)-2x10 TREATED(2)-2x10 TREATED H3 UP ONLY 78'-10" 17'-8 1/2"17'-8 1/2"8'-0"17'-8 1/2"17'-8 1/2"62'-10 3/4"6'-5"13'-8 3/4"11'-3 1/2"11'-4"20'-1 1/2"120'-3 1/2" TOP OF 1 1/2" THICK GYPCRETE ON 3/4" THICK SHEATHING (3)-2x10 TREATED(3)-2x10 TREATED(2)-2x10 TREATED(2)-2x10 TREATED(3)-2x10 TREATED(3)-2x10 TREATED15 S3.01 1 S3.01 8 S3.012 S3.01 2 S3.01 1 S3.01 1 S3.01 10 S1.02 1. ALL WOOD FRAMING JOISTS SHALL BE BCI 6000 TYPE JOIST AS MANUFACTURED BY BOISE CORPORATION. ALTERNATES SHALL HAVE EQUAL OR GREATER CAPACITY AND SHALL BE REVIEWED BY THE ENGINEER OF RECORD. 2. "VL" INDICATES VERSA-LAM BEAMS, AS MANUFACTURED BY BOISE CORPORATION ALTERNATES SHALL HAVE EQUAL OR GREATER CAPACITY AS LISTED IN THE STRUCTURAL GENERAL NOTES. 3. INDICATES COLUMN DOWN ONLY. MULTIPLE 2X FRAMING NOTED ON PLANS. 4. INDICATES COLUMN UP AND DOWN UNLESS IT BEARS ON CONCRETE WALL OR FOOTING BELOW, OR IS LABELED "UP ONLY". 5. < > INDICATES TOP OF BEAM ELEVATION OR PLATE HEIGHT ELEVATION. 6. INDICATES TOP OF STRUCTURAL FLOOR SHEATHING ELEVATION. 7. HEADERS SHALL BE (3)-2X10 UNLESS NOTED OTHERWISE. ALL HEADERS SHALL BE BUILT OUT TO 5 1/2" (3 1/2") WIDTH BY ADDING PLYWOOD SPACERS AS REQUIRED. 8. ALL COLUMNS SHALL BE (3)-2X6 OR (3)-2X4 UNLESS NOTED OTHERWISE. 9. WOOD COLUMNS SHALL BE CONTINUOUS FROM FLOOR TO FLOOR OR FLOOR TO ROOF. TRIMMERS SHALL BE ADDED TO NOTED COLUMN SIZES AS REQUIRED. 10. INDICATES INTERIOR BEARING WALLS. FLOOR JOISTS BEARING LOCATIONS SHALL LINE UP WITH STUDS BELOW. 11. ALL BEAM/BEAM AND BEAM/COLUMN CONNECTIONS SHALL BE MADE WITH SIMPSON STEEL PLATE CONNECTORS UNLESS NOTED OTHERWISE. 12. RE: ARCHITECTURAL DRAWINGS FOR LOCATION AND SIZE OF ROUGH OPENINGS IN WOOD STUD WALLS. 13. FOR ADDITIONAL DETAILS, FLOOR DIAPHRAGM NAILING SCHEDULE AND PLYWOOD SHEAR WALL NAILING SCHEDULE SEE SHEET S-001. 14. RE: ARCHITECTURAL DRAWINGS FOR HANDRAIL AND STAIR FRAMING DETAILS. 15. ALL EXTERIOR WALLS SHALL HAVE CONTINUOUS STUDS FROM FLOOR TO FLOOR OR FLOOR TO ROOF (INCLUDING RAKE WALLS). 16. RE: SHEET S-000 FOR GENERAL NOTES. WOOD FRAMING NOTES: 17. DENOTES MOMENT CONNECTION. 18. INDICATES ADDITIONAL FRAMING FOR HOT TUB LOADING OF 125 psf. PROJ. NO. DRAWN: CHECKED: DATE: REVISIONS SCALE: SHEET TITLE: ISSUED FOR: APPROVED: 3560 WALNUT ST. UNIT A DENVER, CO 80205 PHONE 303.758.3800 © NEO STUDIO 2/22/2023 5:08:53 PMAs indicatedHAYMEADOWBUILDING D91 MT. HOPE CIRCLEEAGLE, COLORADO21008177.00 CLH JIN 11/17/22 PERMIT LEVEL 3 FRAMING PLAN -BUILDING C S2.03C JIN 1/4" = 1'-0" LEVEL 3 FRAMING PLAN - BUILDING C1 C&E1 02/22/2023 BLDG. DEPT. RESPONSE AND REVISIONS S1A S1A S1A S1AS1AS1AS1A S1AS1AS1AS2BS1AS1AS1A S1AS2B S1AS1A S1A 21 3 4 5 6 F E D C B A B1 B4 B1 B5 B1 PREFABRICATED WOOD ROOF TRUSS @ 2'-0" B4 B4 B4B4B1 B4 B4 B4 B4 B1 H3 H2H6 H2H2H2H1 H1H6H6H2H2H3 H2 H6 H2H 1B4 B4 B11 B1B4B1B5 B1H2H2H3 H2H2 H6 H1H1H6 H6H 1 H2 H3H2H2 H6 H2(FLUSH) (DROPPED) WC6 WC6 PREFABRICATED ROOF TRUSS AT 2'-0" 11 7/8" 210 TJI AT 2'-0" PREFABRICATED WOOD ROOF TRUSS @ 2'-0" PREFABRICATED WOOD ROOF TRUSS @ 2'-0" PREFABRICATED WOOD ROOF TRUSS @ 2'-0" PREFABRICATED WOOD ROOF TRUSS @ 2'-0" PREFABRICATED WOOD ROOF TRUSS @ 2'-0" REFABRICATED WOOD ROOF TRUSS @ 2'-0" 11 7/8" LVL AT 2'-0" PREFABRICATED WOOD ROOF TRUSS @ 2'-0" PREFABRICATED WOOD ROOF TRUSS AT 2'-0" PREFABRICATED WOOD ROOF TRUSS @ 2'-0" PREFABRICATED WOOD ROOF TRUSS @ 2'-0" PREFABRICATED WOOD ROOF TRUSS @ 2'-0" PREFABRICATED WOOD ROOF TRUSS @ 2'-0" PREFABRICATED WOOD ROOF TRUSS @ 2'-0" 11 7/8" LVL AT 2'-0" WC6 WC5 WC5WC6 WC5 WC5 WC6 RIDGE.RIDGE.RIDGE. 1 S4.01 11 7/8" 210 TJI AT 2'-0" PREFABRICATED WOOD ROOF TRUSS @ 2'-0" 5/8" THICK SHEATHING TYP. 5/8" THICK SHEATHING TYP. 5/8" THICK SHEATHING TYP. 5/8" THICK SHEATHING TYP. 78'-10" 17'-8 1/2"17'-8 1/2"8'-0"17'-8 1/2"17'-8 1/2"62'-10 3/4"6'-5"13'-8 3/4"11'-3 1/2"11'-4"20'-1 1/2"H7H7H7B11 1 S4.01 4 S4.01 2 S4.01 7 S4.01 17 S4.01 18 S4.01 19 S4.01 13 S4.01 4 S4.01 14 S4.01 15 S4.01 16 S4.01 9 S4.01 10 S4.01 2 S4.01 14 S4.01 15 S4.01 12 S4.01 14 S4.01 15 S4.01 16 S4.01 9 S4.01 10 S4.01 13 S4.01 14 S4.01 15 S4.01 12 S4.01 4 S4.01 4 S4.01 4 S4.01 7 S4.01 PREFAB WOOD ROOFGIRDER TRUSSPREFAB WOOD ROOFGIRDER TRUSSPREFAB WOOD ROOFGIRDER TRUSSPREFABRICATED WOOD ROOF TRUSS AT 2'-0" PREFABRICATED WOOD ROOF TRUSS @ 2'-0"PREFAB WOOD ROOFGIRDER TRUSS<129'-4 1/2"><129'-4 1/2"><128'-4 7/8"><129'-4 1/2"><129'-3 1/4"> <124'-4 1/2"><129'-3 1/4"><129-3 1/4"><129'-3 1/4"><129'-3 1/4"><128'-4 1/2"><128'-4 1/2"> <123'-3 3/4"> <128'-4 1/2"><128'-4 1/2"> <128'-4 1/2"> <128'-4 1/2"> WC6 WC6 WC6 H711 S4.01 3 S4.01 3 S4.01 11 S4.01 (1)-11 7/8" LVLBOLTED TO FACEOF WALLBOLTED TO FACEOF WALL(1)-11 7/8" LVLOVERFRAME OVERFRAME SIM. 7 S1.02 8 S1.02 6 S1.02 7 S1.02 19 S4.01 18 S4.01 SIM. 18 S4.01 20 S4.01 17 S4.01 20 S4.01 BOLTED TO FACEOF WALL(1)-11 7/8" LVL18 S4.01 7 S1.02 8 S1.02 18 S4.01 18 S4.01 6 S1.02 7 S1.02 18 S4.01 BOLTED TO FACEOF WALL(1)-11 7/8" LVLPREFABRICATED ROOF TRUSS NOTES: 1. PREFABRICATED ROOF TRUSS LOADS: LIVE LOADS AT TOP CHORD =50 #/FT2 DEAD LOADS AT TOP CHORD =10 #/FT2 + 5 PSF SOLAR DEAD LOADS AT BOTTOM CHORD =10 #/FT2 WIND LOADS - SEE STRUCTURAL GENERAL NOTES STRESS INCREASES OR LOAD REDUCTIONS ARE NOT PERMITTED. (CHECK SPECIAL ATTIC LIVE LOAD REQUIREMENTS). 3. SHOP DRAWINGS SHALL BE SUPPLIED BY MANUFACTURER AND REVIEWED BY CONTRACTOR, ARCHITECT, AND STRUCTURAL ENGINEER. 4. THE TRUSS SUPPLIER SHALL BE RESPONSIBLE FOR THE FOLLOWING ITEMS: A.ENGINEERING OF ALL TRUSSES AND CONNECTIONS AND SHOWING OF ALL ON SHOP DRAWINGS. B.DESIGN AND SUPPLY OF ALL TRUSS BEARING CONNECTORS AND C. PLACING OF TRUSSES TO ACCOMMODATE MECHAANICAL EQUIPMENT WITHOUT CUTTING TRUSSES. 5. SIMPSON H2.5 CLIP ANGLES SHALL BE INSTALLED AT ALL EXTERIOR WALL TRUSS BEARING LOCATIONS UNLESS NOTED OTHERWISE ON ROOF DETAILS. 6. DETAIL ALL PREFABRICATED TRUSSES TO BE ALIGNED WITH WALL STUDS BELOW. 7. TRUSS SUPPLIER TO CONFIRM ROOF AND CEILING SLOPES AND CONFIGURATION WITH ARCHITECTURAL DRAWINGS PRIOR TO FABRICATION. 8. RE: SHEET S1.00 FOR GENERAL NOTES. 2. ROOF TRUSS LIVE LOAD DEFLECTION SHALL BE LIMITED TO SPAN/360. NOT TO EXCEED 1". TOTAL LOAD DEFLECTION SHALL BE LIMITED TO SPAN/240. HOLD DOWNS. 1 ROOF FRAMING NOTES: 1. ROOF SHEATHING 5/8" (40/20 SPAN RATING). STAGGER PANEL END JOINTS AND FASTEN WITH 10d NAILS AT 6" MAXIMUM ALL EDGES AND 1'-0" MAXIMUM OTHER SUPPORTS (SEE ROOF DIAPHRAGM NAILING SCHEDULE SHEET S-001 ). 2. RE: ARCHITECT FOR ROOF SLOPES AND BEARING PLATE HEIGHTS NOT NOTED. 3. ALL HEADERS SHALL BE (3)-2X10 UNLESS OTHERWISE NOTED. ALL HEADERS SHALL BE BUILT OUT TO 5 1/2" OR 3 1/2" WIDTH BY ADDING PLYWOOD SHIMS 4. ALL HEADERS LONGER THAN 6'-0" SHALL REQUIRE TWO TRIM STUDS AND TWO KING STUDS EACH SIDE. 5. ALL BEAM TO COLUMN CONNECTIONS, BOTH TOP AND BOTTOM SHALL USE SIMPSON PLATE CONNECTORS UNLESS NOTED OTHERWISE ON DETAILS. 7. ALL EXTERIOR WALLS SHALL HAVE CONTINUOUS STUDS FROM FLOOR TO ROOF (INCLUDING RAKE WALLS). 8. < > INDICATES TOP OF ROOF BEAM OR TOP OF PLATE HEIGHT. 10. RE: SHEET S-000 FOR GENERAL NOTES. 11. RE: ARCHITECT FOR CHIMNEY SIZES AND LOCATIONS NOT NOTED ON 12. OVERFRAMING SHALL BE 2X6 MINIMUM AND SHALL BE POSTED DOWN TO MAIN TRUSSES ON A GRID NOT TO EXCEED 4'-0" X 4'-0" (16 FT2). 13. FOR ADDITIONAL NOTES AND DETAILS SEE SHEET S-001 . 14. RE: ARCHITECTURAL DRAWINGS FOR ALL OVERFLOW SCUPPER LOCATIONS. 16. ALL COLUMNS SHALL BE (3)-2X6 OR (3)-2X4 UNLESS OTHERWISE NOTED. 18. INDICATES INTERIOR BEARING WALLS. AS REQUIRED. STRUCTURAL PLANS. PROJ. NO. DRAWN: CHECKED: DATE: REVISIONS SCALE: SHEET TITLE: ISSUED FOR: APPROVED: 3560 WALNUT ST. UNIT A DENVER, CO 80205 PHONE 303.758.3800 © NEO STUDIO 2/22/2023 5:08:55 PMAs indicatedHAYMEADOWBUILDING D91 MT. HOPE CIRCLEEAGLE, COLORADO21008177.00 CLH JIN 11/17/22 PERMIT ROOF FRAMING PLAN - BUILDING C S2.04C JIN 1/4" = 1'-0" ROOF FRAMING PLAN - BUILDING C1 1 02/22/2023 BLDG. DEPT. RESPONSE AND REVISIONSC 16d NAIL OR SDS SCREW SEE SHEARWALL SCHEDULE FOR SPACING FLOOR SHEATHING SEE PLAN FLOOR JOIST SEE PLAN FRAMING CLIP SEE SHEARWALL SCHEDULE FOR SPACING 1 1/4" VERSA STRAND BOARD 1 1/2" ZIPS PANEL 1 1/2" GYPCRETE TOPPING 16d NAIL OR SDS SCREW SEE SHEARWALL SCHEDULE FOR SPACING FLOOR SHEATHING SEE PLAN FLOOR JOIST SEE PLAN BCI BLOCKING AT 4'-0" FRAMING CLIP SEE SHEARWALL SCHEDULE FOR SPACING 1 1/4" VERSA STRAND BOARD 1 1/2" ZIPS PANEL 1 1/2" GYPCRETE TOPPING 1" TYP.1" TYP. 4" 4" 1 1/2" GYPCRETE TOPPING BCI BLOCKING AT 4'-0" HEADER SEE PLAN DOOR SEE ARCH. RAILING SEE ARCH. SLOPED DECK JOIST SEE PLAN SIMPSON LUS28 HANGER 2X8 LEDGER WITH SDWS WOOD SCREWS AT 8" STAGGERED (4)-1/4"Ø X 4 1/2" SCS SCREWS GLU-LAM BEAM SEE PLAN 1/4 X 1/8 SIMPSON SDWC15600 WOOD SCREW AT 22.5° (TYPICAL EVERY JOIST) 1 1/4" THICK X 6" "DUXXBAK" COMPOSTIE DECKING SEE ARCH. AND SPECS. 1 1 1/2" GYPCRETE TOPPING EDGE NAILING FLOOR SHEATHING FLOOR JOIST SEE PLAN FRAMING CLIP PER SHEARWALL SCHEDULE SHEARWALL SEE PLAN BCI BLOCKING AT 4'-0" END OF SHEARWALL ALTERNATE STRAP TIE SOLID BLOCKING SHEARWALL COLUMN SEE PLAN DRILL PLATES FOR THREADED RODPARALLEL CASEFLOOR FRAMINGOMIT ATTHREADED ROD RE: MANUFACTURER FOR DIAMETER HDU4-SDS2.5 HOLDOWN SEE PLAN 2"16d NAIL OR SDS SCREW SEE SHEARWALL SCHEDULE FOR SPACING FLOOR SHEATHING SEE PLAN FLOOR JOIST SEE PLAN FRAMING CLIP SEE SHEARWALL SCHEDULE FOR SPACING 1 1/2" GYPCRETE TOPPING1 1/2" ZIPS PANEL SEE PLAN BEAM SEE PLAN 1 1/4" VERSA -STRAND RIM BOARD BLOCKING FLOOR JOIST SEE PLAN 2X4 BEARING WALL AT 1'-4" FLOOR SHEATHING SEE PLAN 1 1/2" GYPCRETE TOPPING 2x BLOCKING FLOOR JOIST SEE PLAN SHEARWALL, SEE PLAN AND SCHEDULE FLOOR SHEATHING SEE PLAN 1 1/2" GYPCRETE TOPPING 2x BLOCKING 16d OR SDS SCREW PER SHEARWALL SCHEDULE SHEARWALL, SEE PLAN AND SCHEDULE FRAMING CLIP PER SHEARWALL SCHEDULE 16d NAIL OR SDS SCREW SEE SHEARWALL SCHEDULE FOR SPACING FLOOR SHEATHING SEE PLAN FLOOR JOIST SEE PLAN FRAMING CLIP SEE SHEARWALL SCHEDULE FOR SPACING 1 1/2" GYPCRETE TOPPING SHEARWALL SEE PLAN AND SCHEDULE BCI BLOCKING AT 4'-0" RIM BOARD 2X4 BEARING WALL AT 1'-4"3"MIN.3 1/2"(2)-9 1/2" LVL BEAM FLOOR SHEATHING JOIST WITH SIMPSON LUS28 HANGER (2)-2X4 BEARING WALL AT 1'-4"~L2 1/2 X 2 1/2 X 1/4 X 0'-7" ANGLE WITH (2)-1/2"Ø THRU-BOLTS HSS STRINGER SEE PLAN STAIRS, SEE ARCH. 3/16 3 SIDES 1/8 3/16 HSS BEAM SEE PLAN RAILING SEE PLAN LANDING SEE PLAN HSS STRINGER SEE PLAN 3/16 HSS BEAM SEE PLANL1 1/2 X 1 1/2 X 1/4 X CONTINUOUS HSS BEAM WITH WOOD NAILER WITH (2)-1/4"TEK SCREWS AT 1'-4" FLOOR SHEATHING JOIST WITH SIMPSON LUS28 HANGER (2)-2X4 BEARING WALL AT 1'-4" 3/16 3/16 TYP. HSS STRINGER SEE PLAN 3/16 3/16 3/16 1/4" X 3 1/2" X 1'-6" PLATE L4X4X1/4X0'-4" STEEL BEAM SEE PLAN HSS COLUMN FLOOR SHEATHING SEE PLAN FLOOR JOIST SEE PLAN 1 1/2" GYPCRETE TOPPING BEAM SEE PLAN 1 1/2" GYPCRETE TOPPING BCI BLOCKING AT 4'-0" HEADER SEE PLAN DOOR SEE ARCH. RAILING SEE ARCH. TREATED SLOPED DECK JOIST SEE PLAN SIMPSON LUS28 HANGER TREATED 2X10 LEDGER WITH SDWS WOOD SCREWS AT 8" STAGGERED (3) TREATED 2x BEAM SEE PLAN 1" TYP.1" TYP. 4" 4" 1/4 X 1/8 SIMPSON SDWC15600 WOOD SCREW AT 22.5° (TYPICAL EVERY JOIST) 1 1/4" THICK X 6" "DUXXBAK" COMPOSTIE DECKING SEE ARCH. AND SPECS. 1 1" TYP.1" TYP. 4" 4"RAILING SEE ARCH. 1/4 X 1/8 SIMPSON SDWC15600 WOOD SCREW AT 22.5° (TYPICAL EVERY JOIST) FLOOR SHEATHING SEE ARCH. TREATED SLOPED DECK JOIST SEE PLAN SIMPSON LUS28 HANGER (3) TREATED 2x BEAM SEE PLAN 16d NAIL OR SDS SCREW SEE SHEARWALL SCHEDULE FOR SPACING FLOOR SHEATHING SEE PLAN FLOOR JOIST SEE PLAN BCI BLOCKING AT 4'-0" FRAMING CLIP SEE SHEARWALL SCHEDULE FOR SPACING 1 1/4" VERSA STRAND BOARD 1 1/2" ZIPS PANEL 1 1/2" GYPCRETE TOPPING 16d NAIL OR SDS SCREW SEE SHEARWALL SCHEDULE FOR SPACING ROOF SHEATHING SEE PLAN ROOF JOIST SEE PLAN FRAMING CLIP SEE SHEARWALL SCHEDULE FOR SPACING 1 1/4" VERSA -STRAND RIM BOARD BLOCKING 1 1/2" ZIPS PANEL SEE PLAN BEAM SEE PLAN 12 1 PROJ. NO. DRAWN: CHECKED: DATE: REVISIONS SCALE: SHEET TITLE: ISSUED FOR: APPROVED: 3560 WALNUT ST. UNIT A DENVER, CO 80205 PHONE 303.758.3800 © NEO STUDIO 2/22/2023 5:08:56 PM3/4" = 1'-0"HAYMEADOWBUILDING D91 MT. HOPE CIRCLEEAGLE, COLORADO21008177.00 CLH JIN 11/17/22 PERMIT FLOOR FRAMING SECTIONS S3.01 JIN 3/4" = 1'-0" DETAIL1 3/4" = 1'-0" DETAIL2 3/4" = 1'-0" DETAIL3 3/4" = 1'-0" DETAIL4 3/4" = 1'-0" DETAIL5 3/4" = 1'-0" DETAIL6 3/4" = 1'-0" DETAIL7 3/4" = 1'-0" DETAIL8 3/4" = 1'-0" DETAIL9 3/4" = 1'-0" DETAIL10 3/4" = 1'-0" DETAIL11 3/4" = 1'-0" DETAIL12 3/4" = 1'-0" DETAIL13 3/4" = 1'-0" DETAIL14 3/4" = 1'-0" DETAIL15 3/4" = 1'-0" DETAIL16 3/4" = 1'-0" DETAIL17 1 02/22/2023 BLDG. DEPT. RESPONSE AND REVISIONS 3/4" = 1'-0" DETAIL18 C1 RE: ARCH 12 ROOF SHEATHING SEE PLAN ROOF TRUSS SEE PLAN 1/2" THICK PLYWOOD SHEATHING RE: ARCH 12 SIMPSON LS70 (TYPICAL EVERY JOIST) ROOF SHEATHING SEE PLAN PACK WEB ~ SIMPSON H2.5 CLIP POST DOWN TO MAIN TRUSSES ON A GRID NOT TO EXCEED 2'-8"X2'-8" (7.1FT2) GIRDER TRUSS SEE PLAN DL = 170 PLF SL -540 PLF PREFAB ROOF TRUSS SEE PLAN ROOF SHEATHING SEE PLAN 2x BLOCKING ROOF JOIST SEE PLAN LVL BEAM SEE PLAN ROOF SHEATHING SEE PLAN ROOF TRUSS SEE PLAN SIMPSON H2.5 CLIP HEADER SEE PLAN EDGE NAILING 1/2" THICK PLYWOOD SHEATHING RE: ARCH 12 ROOF SHEATHING SEE PLAN EDGE NAILING EDGE NAILING 1/2" THICK PLYWOOD SHEATHING SIMPSON H2.5 CLIP ROOF TRUSS SEE PLAN DRAG TRUSS, TRUSS MANUFACTURER TO DESIGN FOR 350 PLF LATERAL LOAD RE: ARCH 12 ROOF SHEATHING SEE PLAN SIMPSON H2.5 CLIP PREFAB ROOF TRUSS SEE PLAN ROOF SHEATHING SEE PLAN TRUSS BLOCKING, LOCATE OVER SHEARWALL. TRUSS MAUFACTURER TO DESIGN FOR 460 PLF PREFAB ROOF TRUSS AT 4'-0" EDGE NAILING SHEARWALL WHERE OCCURS ON PLAN 2X6 OR 2X4 BEARING WALL AT 1'-4" PROVIDE FRAMING CLIP PER SHEARWALL SCHEDULE IF SHEATHING IS NOT CONTINUOUS TO UNDERSIDE OF ROOF SHEATHING RE: ARCH 12 ROOF SHEATHING SEE PLAN SIMPSON H2.5 CLIP PREFAB ROOF TRUSS SEE PLAN RE: ARCH 12 ROOF SHEATHING SEE PLAN EDGE NAILING EDGE NAILING 1 1/2" THICK PLYWOOD SHEATHING SIMPSON H2.5 CLIP ROOF JOIST SEE PLAN ROOF SHEATHING SEE PLAN TRUSS BLOCKING AT 4'-0" EDGE NAILING DRAG TRUSS, TRUSS MANUFACTURER TO DESIGN FOR 350 PLF LATERAL LOAD SIMPSON A35 OR LTP4 AT 1'-6" MAXIMUM 2X6 BEARING WALL AT 1'-4" SHEARWALL SEE PLAN AND SCHEDULE RE: PLAN FOR HEADER ROOF SHEATHING SEE PLAN TRUSS BLOCKING AT 4'-0"PREFAB ROOF TRUSS AT 4'-0" EDGE NAILING DRAG TRUSS, TRUSS MANUFACTURER TO DESIGN FOR 350 PLF LATERAL LOAD SIMPSON A35 OR LTP4 AT 1'-6" MAXIMUM 2X6 BEARING WALL AT 1'-4" SHEARWALL SEE PLAN AND SCHEDULE FLOOR / ROOF TRUSS OR PROVIDE 2X BOCKING AT 2'-0" SIMPSON DTC TRUSS CLIP (EACH TRUSS) ATTACH TO TRUSS WITH (2)-8d NAILS (DO NOT DRIVE NAIL TIGHT AND INSTALL IN MIDDLE OF SLOT) AND ATTACH TO TOP PLATE WITH (4)-8d NAILS 1X FILLER NON-LOAD BEARING WALL3/4" GAPPROVIDE DRYWALL JOINT TO ACCOMODATE 3/4" OF MOVEMENT. SEE ARCH. RE: ARCH 12 ROOF SHEATHING SEE PLAN SIMPSON H2.5 CLIP ROOF TRUSS SEE PLAN ROOF SHEATHING SEE PLAN PREFAB ROOF TRUSS SEE PLAN RE: ARCH 12 EDGE NAILING SIMPSON H2.5 CLIP ROOF TRUSS SEE PLAN RE: PLAN FOR HEADER TRUSS BLOCKING TYP ROOF SHEATHING SEE PLAN TRUSS BLOCKING AT 4'-0" EDGE NAILING SIMPSON A35 OR LTP4 AT 1'-6" MAXIMUM 2X6 BEARING WALL AT 1'-4" SHEARWALL SEE PLAN AND SCHEDULE RE: PLAN FOR HEADER ROOF SHEATHING SEE PLAN TRUSS BLOCKING AT 4'-0" EDGE NAILING SIMPSON A35 OR LTP4 AT 1'-6" MAXIMUM 2X6 BEARING WALL AT 1'-4" SHEARWALL SEE PLAN AND SCHEDULE EDGE NAILING ROOF SHEATHING SEE PLAN ROOF TRUSS SEE PLAN SETS OF (2) SIMPSON LTP5 AT 2'-0" O.C. 1/2" PLYWOOD AT EACH FACE OF SHEARWALL DOUBLE ROOF TRUSS ROOF TRUSS SEE PLAN 2x6 LOAD BEARING WALL ABOVE VARIESRE: ARCH 12 ROOF SHEATHING SEE PLAN SIMPSON H2.5 CLIP ROOF TRUSS SEE PLAN ROOF SHEATHING SEE PLAN LVL ROOF JOIST SEE PLAN 11 7/8" LEDGER X CONT. WITH SETS OF (3) 1/4" SIMPSON SDS SCREWS AT EACH STUD 2x6 STUD WALL SIMPSON H2.5 CLIP ROOF SHEATHING SEE PLAN LVL ROOF JOIST SEE PLAN 11 7/8" LEDGER X CONT. WITH SETS OF (3) 1/4" SIMPSON SDS SCREWS AT EACH STUD 2x6 STUD WALL ROOF TRUSS SEE PLAN RE: ARCH 12 ROOF TRUSS SEE PLAN ROOF SHEATHING SEE PLAN PROJ. NO. DRAWN: CHECKED: DATE: REVISIONS SCALE: SHEET TITLE: ISSUED FOR: APPROVED: 3560 WALNUT ST. UNIT A DENVER, CO 80205 PHONE 303.758.3800 © NEO STUDIO 2/22/2023 5:08:56 PM3/4" = 1'-0"HAYMEADOWBUILDING D91 MT. HOPE CIRCLEEAGLE, COLORADO21008177.00 CLH JIN 11/17/22 PERMIT ROOF FRAMING SECTIONS S4.01 JIN 3/4" = 1'-0" SECTION4 3/4" = 1'-0" SECTION6 3/4" = 1'-0" SECTION1 3/4" = 1'-0" SECTION2 3/4" = 1'-0" SECTION3 3/4" = 1'-0" SECTION5 3/4" = 1'-0" SECTION7 3/4" = 1'-0" SECTION8 3/4" = 1'-0" SECTION9 3/4" = 1'-0" SECTION10 3/4" = 1'-0" SECTION11 3/4" = 1'-0" SECTION12 3/4" = 1'-0" SECTION13 3/4" = 1'-0" SECTION14 3/4" = 1'-0" SECTION15 3/4" = 1'-0" SECTION16 1 02/22/2023 BLDG. DEPT. RESPONSE AND REVISIONS 1 1 1 1 1 1 1 11 1 1 1 C3/4" = 1'-0" SECTION17 3/4" = 1'-0" SECTION18 3/4" = 1'-0" SECTION19 3/4" = 1'-0" SECTION20 1111