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Home My WebLink AboutB15-0250_B15-0250 REV1 Transmittal_1443545340.pdfTRANSMITTAL FORM Project Street Address: __________ ______________________________ ___________ (Number) (Street) (Suite #) Building/Complex Name: ________________________________ Building Permits: Revised ADDITIONAL Valuations (Labor & Materials) (DO NOT include original valuation) Building: $_____________________ Plumbing: $_____________________ Electrical: $_____________________ Mechanical: $_____________________ Total: $_____________________ Description of Transmittal/ List of Changes, Items Attached: __________________________________________________ __________________________________________________ __________________________________________________ __________________________________________________ __________________________________________________ __________________________________________________ (use additional sheet if necessary) Application/Permit #(s) information applies to: Attention: ( ) Revisions ( ) Response to Correction Letter ____________________________________ __________________________ ___attached copy of correction letter ( ) Deferred Submittal ____________________________________ __________________________ ( ) Other Use this form when submitting additional information for planning applications or building permits. This form is also used for requesting a revision to building permits. A two hour minimum building review fee of $110 will be charged upon reissuance of the permit. Date Received: Department of Community Development 75 South Frontage Road Vail, CO 81657 Tel: 970.479.2128 www.vailgov.com Development Review Coordinator For Office Use Only: Fee Paid: Received From: Cash _____ ____ Check # __ _ _______ CC: Visa / MC Last 4 CC # exp. date: Authorization # Applicant Information (architect, contractor, owner/owner’s rep) Contact Name: ________________________________________ Address: City _____________________ State: _______ Zip: ____________ Contact Name: _________________________________________ Contact Phone: _________________________________________ Contact E-Mail: _________________________________________ I hereby acknowledge that I have read this application, filled out in full the information required, completed an accurate plot plan, and state that all the information as required is correct. I agree to comply with the information and plot plan, to comply with all Town ordinances and state laws, and to build this structure according to the town's zoning and subdivision codes, design review ap- proved, International Building and Residential Codes and other ordinances of the Town applicable thereto. X___________________________________________________ Owner/Owner’s Representative Signature (Required) SYMBOL DESCRIPTION PENETRATION THRU STRUCTURAL MEMBER OVERFRAMING CAST-IN-PLACE CONC BELOW X FTG MARK T/FTG EL F1 XX'-X" SYMBOL DESCRIPTION MOMENT CONNECTION DECK TYPE DECK SPAN DIRECTION T/PLYWOOD WS1 XXX'-XX" BEAM SIZE (XXX'-XX") EL OF T/STEEL STEEL BEAM SYMBOL DESCRIPTION ELEVATION CALLOUTXXX'-XX" STEP SLOPE KEY NOTE SUBGRADE FORM SAVER DRAWING REVISION NUMBER CURRENT REVISION CLOUD 1 X SERVICE LOAD PROVIDED FOR SPECIALTY DESIGNER WELDED-WIRE REINFORCEMENT SECTION OR DETAIL CUT SHEET NUMBER ELEVATION CUT SHEET NUMBER NEW GRID LINES X XX X XX X SOGXXA XXX'-XX" SLAB THICKNESS TYPE T/SLAB SLAB TYPE COLUMN/POST MARK BASE PLATE TYPE 1 BP-1 WOOD SHEAR WALL ABOVE FLOOR CAST-IN-PLACE CONC ABOVE INDICATES DIMENSIONS OF WALL CORNER ZONES, TYP5'-6"5'-6"5'-6"5'-6"5'-6"5'-6"5'-6"5'-6" WALL CORNER ZONES DIAGRAM 1. GENERAL: 1A.THE FOLLOWING PORTIONS OF THE STRUCTURAL DESIGN WILL NOT BE SUBMITTED AT THE TIME OF PERMIT APPLICATION. WHEN RECEIVED AND REVIEWED, THESE DEFERRED SUBMITTAL ITEMS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL BY THE CONTRACTOR: - ARCHITECTURAL/METAL CLADDING PANELS - METAL AND GLASS RAILINGS - SNOW GUARDS 1B.CONNECTION OF DEFERRED SUBMITTAL ITEMS TO PRIMARY STRUCTURE BY DEFERRED SUBMITTAL SUPPLIER. DEFERRED SUBMITTAL SUPPLIER TO PROVIDE CONNECTIONS AND FRAMING ARRANGEMENT TO AVOID LOADING WHICH EXCEEDS THE CAPACITY OF THE ELEMENT BEING ATTACHED TO. REFERENCE LOAD MAPS FOR MECHANICAL, ELECTRICAL, PLUMBING AND FIRE SPRINKLER LOAD ALLOWANCES. 1C.ALL DEFERRED SUBMITTALS TO BE ATTACHED TO PRIMARY STRUCTURE WITH A PINNED CONNECTION. MOMENT CONNECTIONS TO PRIMARY STRUCTURE NOT PERMITTED UNLESS NOTED ON DRAWINGS OR APPROVED BY ENGINEER IN WRITING PRIOR TO SUBMITTAL OF DRAWINGS OR CALCULATIONS. 1D.LOADING AND LOCATION FOR ATTACHMENT OF DEFERRED SUBMITTAL ITEMS ARE NOTED ON DRAWINGS AND ARE NOT TO BE RE-LOCATED OR INCREASED WITHOUT WRITTEN APPROVAL. 1G.WALLS, GRADE BEAMS AND THE UNDERSIDE OF CONCRETE ON METAL DECK SHALL BE CONSIDERED CRACKED FOR THE PURPOSE OF DESIGNING ANCHORS FOR ATTACHMENT OF DEFERRED SUBMITTAL ITEMS. 1H.SUBMIT STAMPED STRUCTURAL CALCULATIONS FOR ALL DEFERRED SUBMITTAL ITEMS PRIOR TO OR CONCURRENTLY WITH DRAWINGS OR PRODUCT DATA. INCLUDE ANALYSIS OF ATTACHMENT TO PRIMARY STRUCTURE. INCLUDE CURRENT ICC REPORT WITH ALL PROPRIETARY STRUCTURAL ELEMENTS AND ANCHORS/FASTENERS. Project number Date Drawn by MM JOB #: 15.0197.S.01PRINCIPAL/EOR: PDPROJECT MANAGER: KHDESIGNERS: JW/KHDATE PRINTED:FILE PATH:09/22/2015 C:\Proj\15.0197-994Ptarmigan-RS15_kevinh.rvt9/22/2015 3:37:38 PMS001 NOTES M15.0197.S.01LOT 3 / 994 PTARMIGAN RDVAIL,COHughes Residence07.02.2015 KH SHEET NUMBER SHEET TITLE PERMIT SET FND SET S001 NOTES X X S002 NOTES X X S003 QUALITY ASSURANCE X X S100 LEVEL 1 FLOOR PLAN X X S100a LEVEL 1 FND DIMENSIONS X S101 LEVEL 2 FLOOR PLAN X X S102 LEVEL 3 FLOOR PLAN X S103 ROOF PLAN X S200 PARTIAL PLANS X S300 TYP CONCRETE DETAILS X X S310 TYP FOUNDATION DETAILS X X S311 TYP FOUNDATION DETAILS X X S320 SOG DETAILS X X S500 STEEL DETAILS X X S501 STEEL DETAILS X S600 TYPICAL WOOD DETAILS X X S601 TYPICAL WOOD DETAILS X X S602 TYPICAL WOOD DETAILS X S603 SHEAR WALL DETAILS X S610 FLOOR DETAILS X S611 FLOOR DETAILS X S620 ROOF DETAILS X STRUCTURAL DRAWING LISTSYMBOLS LEGEND ABBREVIATIONS T Top T&B Top and Bottom T/ or T.O. Top of THK Thick or Thickness TOC Top of Concrete TOF Top of Footing TOS Top of Steel TOW Top of Wall TRANS Transverse TYP Typical ULT Ultimate UNO Unless Noted Otherwise Vasd Service Level/Nominal Design Wind Speed VERT Vertical VIF Verify in Field Vult Ultimate Design Wind Speed W/ With W/O Without WD Width or Wood WF Wide Flange WWR Welded Wire Reinforcement WxH Width x Height NS Non-Shrink or Near Side NTS Not To Scale NWC Normal Weight Concrete O.F. Outside Face OC On Center OD Outside Diameter OH Opposite Hand OPNG Opening OPP Opposite OVS Oversized PAF Power Actuated Fastener PEN Penetration PERP Perpendicular PL Plate (Steel) PLF Pounds Per Lineal Foot PREFAB Prefabricated PRELIM Preliminary PSF Pounds Per Square Foot PSI Pounds Per Square Inch QTY Quantity R Radius or Rain Load RAD Radius RE: or REF Refer to (Reference) REINF Reinforce(ing)(d)(ment) REQD Required REQT(S) Requirement(s) RET Return RO Rough Opening S South SC Slip Critical SCHED Schedule SIM Similar SLH Short Leg Horizontal SLV Short Leg Vertical SOG Slab on Grade SP Space(s) SP @ Space at SPECS Specifications SS Stainless Steel STD Standard STIFF Stiffener STL Steel STR Structural SW Shearwall SYM Symmetrical HDAR Headed Anchor Rod HDG Hot Dipped Galvanized HK Hook HORIZ Horizontal HT Height I.F. Inside Face ID Inside Diameter IN Inch INT Interior JST Joist JT Joint k Kip L Length or Live Load LB(S) Pound(s) LCE Compression Embedment LCS Compression Lap Splice LDH Hook Development Length LG Length LL Live Load LLH Long Leg Horizontal LLV Long Leg Vertical LOC(S) Location(s) or Locate LONG Longitudinal LSL Laminated Strand Lumber LT Light LTE Tension Embedment LTS Tension Lap Splice Length LTWT Lightweight LVL Level or Laminated Veneer Lumber LWC Light Weight Concrete MATL Material MAX Maximum MECH Mechanical MEP Mech/Elect/Plumb MIN Minimum MISC Miscellaneous ML Micro-Lam MNFR Manufacturer MTL Metal N North N-S North-South NIC Not in Contract NO or # Number NOM Nominal DIAG Diagonal DIM Dimension DN Down DTL(S) Detail(s) DWG(S) Drawing(s) DWL(S) Dowels(s) (E) or EXIST Existing E-W East-West EA Each EC Epoxy Coated EE Each End EF Each Face EJ Expansion Joint EL Elevation ELEV Elevator EMBED Embedded EN Edge Nail ENGR Engineer EOR Engineer-of-Record EQ Equal EQ SP Equally Spaced EQUIP Equipment ES Each Side EW Each Way EXP Expansion EXP ANCH Expansion Anchor EXT Exterior FAB Fabricate FD Footing Dowel FF Finished Floor FIN Finish(ed) FLG Flange FLR Floor FND Foundation FS Far Side FT Foot or Feet FTG Footing FV Field Verify GA Gage or Gauge GALV Galvanized GL Glu-lam GR Grade or Grind GR BM Grade Beam HAS or HDAS Headed Anchor Stud HD Headed or Holdown / Per @ At ACI American Concrete Institute ADDNL Additional AESS Architecturally Exposed Structural Steel ALT Alternate APA American Plywood Association ARCH Architect or Architectural B/ or BO Bottom of BD Board BG Backgouge BL Brick Ledge BLDG Building BLKG Blocking BM Beam BN Boundary Nail BOS Bottom of Steel BOT or B Bottom BRG Bearing BSMT Basement BTWN Between CC Center to Center CF Cold Formed CG Center of Gravity CIP Cast-In-Place CJ Control Joint CJP Complete Joint Penetration CL Centerline CLR Clear COL Column CONC Concrete CONN Connection CONST Construction CONT Continue or Continuous CONTR Contractor COORD Coordinate CSJ Construction Joint CTR(D) Center(ed) d Penny D or DL Dead Load DAS Deformed Anchor Stud DBL Double DFS Deferred Submittal DIA or Ø Diameter DESIGN CRITERIA GRAVITY LOADS TABLE LOCATION DEAD LOAD (PSF) LIVE LOAD (PSF) ROOF 27 20 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS RESIDENTIAL 44 40 FLAGSTONE PATIO 73 100 MIN UNIFORM LOAD, SEE NOTE 6B FOR SNOW LOADS ATTIC 20 20 1. CODES AND STANDARDS: 1A.GENERAL DESIGN - INTERNATIONAL RESIDENTIAL CODE 2012 WITH 2012 TOWN OF VAIL AMENDMENTS 2. SEISMIC LOADS - SEISMIC DESIGN CATEGORY = B - RISK CATEGORY = II - EARTHQUAKE IMPORTANCE FACTOR, Ie = 1.0 - MAPPED SPECTRAL RESPONSE ACCELERATION, Ss= 0.255 - MAPPED SPECTRAL RESPONSE ACCELERATION, S1= 0.073 - DESIGN SPECTRAL RESPONSE COEFFICIENT, SDs = 0.271 - DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.116 - SOIL SITE CLASS = D - ONE-FAMILY DWELLINGS ASSIGNED TO SEISMIC DESIGN CATEGORY B ARE EXEMPT FROM SEISMIC DESIGN PER IBC 2012, SECTION 1613.1. 3. WIND LOADS - RISK CATEGORY = II - BASIC ULTIMATE WIND SPEED Vult = 115 MPH - BASIC NOMINAL WIND SPEED Vasd = 90 MPH - EXPOSURE CATEGORY = B - INTERNAL PRESSURE COEFFICIENT, GCpi = +/- 0.18 4. DESIGN WIND PRESSURE FOR COMPONENTS AND CLADDING AND ELEMENTS DESIGNED BY THE CONTRACTOR - PRESSURES LISTED BELOW ARE ULTIMATE BASED ON A 10 SF EFFECTIVE WIND AREA. FINAL CALCULATIONS TO BE COMPLETED BY CONTRACTOR - SEE ‘WALL CORNER ZONES DIAGRAM’ - TYPICAL WALL AREA INWARD PRESSURE = 19 PSF - TYPICAL WALL AREA OUTWARD PRESSURE = 20 PSF - WALL CORNERS(OUTWARD) = 25 PSF - ROOF AREA (OUTWARD) = 22 PSF 5. LATERAL LOAD RESISTING SYSTEM DESCRIPTION: - SHEATHED WOOD DIAPHRAGM SPANNING TO SHEATHED WOOD SHEAR WALLS SUPPORTED ON FOUNDATION WALLS AND SPREAD FOOTINGS 6. GRAVITY LOADS 6A.SEE GRAVITY LOADS TABLE 6B.DRIFTING, SLIDING AND UNBALANCED SNOW - GROUND SNOW LOAD = 95 PSF - SNOW EXPOSURE FACTOR Ce = 1.0 - SNOW THERMAL FACTOR Ct = 1.0 (ROOFS) - SNOW THERMAL FACTOR Ct = 1.2 (PATIOS, TRELLIS) - SNOW LOAD IMPORTANCE FACTOR Is = 1.0 - TOWN OF VAIL FLAT ROOF SNOW LOAD Pf = 100 PSF FOUNDATION NOTES 1. DESIGN CRITERIA: 1A.THE GEOTECHNICAL REPORT PREPARED BY HP GEOTECH, NUMBER 115 205A, DATED MAY 26, 2015 PROVIDED CRITERIA FOR THE FOUNDATION DESIGN FOR THE PROJECT. 2. FOOTINGS: 2A.FOOTING DESIGN CRITERIA: - MAXIMUM TOTAL LOAD BEARING PRESSURE = 2500 PSF - MINIMUM CONTINUOUS FOOTING WIDTH = 16 INCHES - MINIMUM SPREAD FOOTING WIDTH = 24 INCHES - ULTIMATE COEFFICIENT OF FRICTION TO RESIST LATERAL LOADS = 0.5 - FROST DEPTH TO BOTTOM OF FOUNDATION = 48 IN 3. FOUNDATION AND SITE RETAINING WALLS: 3A.EQUIVALENT FLUID PRESSURES USED FOR WALL DESIGN: - "ACTIVE” CONDITION = 40 PCF - "AT REST” CONDITION = 50 PCF - "PASSIVE” CONDITION = 400 PCF - LATERAL PRESSURE DUE TO SURCHARGE = 100 PSF - ULTIMATE COEFFICIENT OF FRICTION TO RESIST LATERAL LOADS = 0.5 3B.WALL DESIGN BASED ON ON-SITE GRANULAR BACKFILL ADJACENT TO FOUNDATION WALLS. DEFERRED SUBMITTALS 1 SUBMITTALS 1. GENERAL 1A.THE FOLLOWING ITEMS ARE REQUIRED TO BE SUBMITTED FOR REVIEW BY THE ARCHITECT AND ENGINEER: - CONCRETE MIX DESIGN - CONCRETE REINFORCING SHOP DRAWINGS - STRUCTURAL STEEL ERECTION AND FABRICATION DRAWINGS - ELEVATOR SHOP DRAWINGS WITH LOADS IMPOSED ON THE PRIMARY STRUCTURE - SIMPSON STRONGWALLS 1 DRAWING RELEASE NOTES FND SET - DRAWINGS ARE RELEASED FOR CONCRETE FOUNDATION CONSTRUCTION ONLY No. Description Date PERMIT SET 07.02.2015 1 FND SET 09.22.2015 CONCRETE MIX TABLE NOTES: PROPORTIONS OF MATERIALS IN CONCRETE MIX SHALL BE ESTABLISHED TO: - PROVIDE THE MINIMUM COMPRESSIVE STRENGTH AS INDICATED IN THE MIX TABLE. DO NOT EXCEED THE MAXIMUM WATER-CEMENT RATIO NOTED. - PROVIDE WORKABILITY AND CONSISTENCY TO PERMIT CONCRETE TO BE WORKED READILY INTO FORMS AND AROUND REINFORCEMENT UNDER CONDITIONS OF PLACEMENT TO BE EMPLOYED, WITHOUT SEGREGATION OR EXCESSIVE BLEEDING. CONTRACTOR SHALL SELECT APPROPRIATE SLUMP. USE ADMIXTURES AS REQUIRED TO OBTAIN DESIRED RESULTS. USE TYPE I / II PORTLAND CEMENT UNLESS NOTED OTHERWISE. FOR CONCRETE MIXES USED ON FLOORS MINIMUM CEMENTITIOUS CONTENT SHALL BE 540 POUNDS PER CUBIC YARD FOR CONCRETE PLACED BY PUMPING PROVIDE CONCRETE MIX FLOWABILITY TO FACILITATE PUMPING. ENTRAINED AIR MAY BE USED TO FACILITATE PUMPING SUBJECT TO THE PROVISIONS OF NOTE b BELOW. a. FOR THE MAXIMUM COARSE AGGREGATE SIZE INDICATED, USE THE FOLLOWING AGGREGATE SIZE NUMBERS PER ASTM C33: 3/8": #8 AGGREGATE 3/4”: #67 AGGREGATE 1”: #57 AGGREGATE b. WHERE AIR CONTENT IS INDICATED IN THE MIX TABLE, PROVIDE AIR ENTRAINING ADMIXTURE. TOTAL AIR CONTENT LIMITS INCLUDE BOTH ENTRAINED AND ENTRAPPED AIR +/- 1 1/2%. ‘NP’ IN COLUMN INDICATES ADDITION OF ENTRAINED AIR IS NOT PERMITTED EXCEPT WHERE CONTRACTOR CAN DEMONSTRATE THAT SLABS WITH ENTRAINED AIR WILL HAVE A FINISH ACCEPTABLE TO THE ARCHITECT WITHOUT BLISTERS. AIR CONTENT NOTED IS BASED ON 3/4" AGGREGATE. IF 3/8” AGGREGATE IS USED, INCREASE AIR CONTENT BY 1 1/2%. c. ABBREVIATIONS FOR OTHER REQUIREMENTS AS FOLLOWS: AE = SEE ARCH FOR FINISH, COLOR AND MOCK UP REQUIREMENTS. USE ADMIXTURES TO INCREASE CONCRETE WORKABILITY/SLUMP AS REQUIRED TO ACHIEVE REQUIRED FINISH. Project number Date Drawn by MM JOB #: 15.0197.S.01PRINCIPAL/EOR: PDPROJECT MANAGER: KHDESIGNERS: JW/KHDATE PRINTED:FILE PATH:09/22/2015 C:\Proj\15.0197-994Ptarmigan-RS15_kevinh.rvt9/22/2015 3:37:40 PMS002 NOTES M15.0197.S.01LOT 3 / 994 PTARMIGAN RDVAIL,COHughes Residence07.02.2015 KH CONCRETE NOTESGENERAL NOTES 1. GENERAL: 1A.ENGINEER: REFERENCES ON THE STRUCTURAL DRAWINGS TO ‘ENGINEER’ MEAN THE STRUCTURAL ENGINEER OF RECORD. OTHER ENTITIES ARE SPECIFICALLY NOTED AS “CONTRACTOR’S ENGINEER”, “MECHANICAL ENGINEER”, ETC. 1B.THESE NOTES SUPPLEMENT THE PLANS AND DETAILS, WHICH SHALL BE REFERENCED FOR ADDITIONAL REQUIREMENTS. 1C.UNDERGROUND UTILITIES: LOCATE EXISTING UTILITIES AND NOTIFY ARCHITECT OF EXISTING UTILITIES OR SUBGRADE CONDITIONS WHICH INTERFERE WITH WORK. 1D.THE OUTSIDE FACE OF WOOD FRAMED EXTERIOR WALLS ARE AT GRID UNLESS DIMENSIONED OTHERWISE. 2. EXISTING STRUCTURES: 2A.CONTRACT DOCUMENTS HAVE BEEN PREPARED USING AVAILABLE DRAWINGS AND SITE OBSERVATION AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN. 2B.THE EXISTING STRUCTURE AND FOUNDATION SHALL BE DEMOLISHED IN ITS ENTIRETY BEFORE CONSTRUCTING THE NEW STRUCTURE. 3. USE OF DRAWINGS: 3A.DO NOT SCALE DRAWINGS. 3B.WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL NOTES AND SPECIFICATIONS, THE MORE STRINGENT REQUIREMENTS SHALL GOVERN. DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. DETAILS NOTED TYPICAL APPLY TO ALL SIMILAR CONDITIONS. WHERE NO SPECIFIC DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ELSEWHERE ON THE PROJECT. 4. TEMPORARY CONDITIONS: 4A.THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED AS THE RESULT OF THE CONTRACTOR’S CONSTRUCTION METHODS AND/OR SEQUENCES. REFER TO “LATERAL LOAD RESISTING SYSTEM DESCRIPTION” IN DESIGN CRITERIA FOR ADDITIONAL INFORMATION. 4B.FOUNDATION WALLS SHALL NOT BE BACKFILLED UNTIL THE SLABS-ON-GRADE AND UPPER DIAPHRAGMS ARE IN-PLACE AND REACH FULL STRENGTH UNLESS ADEQUATE BRACING IS PROVIDED. USE ONLY HAND OPERATED TOOLS FOR COMPACTION ADJACENT TO FOUNDATION WALLS AND GRADE BEAMS. GRADE BEAMS SHALL BE BACKFILLED EVENLY ON BOTH SIDES. 5. SUBMITTALS AND SUBSTITUTIONS: 5A.SUBMITTALS: REFER TO SUMBITTAL NOTES FOR DETAILED REQUIREMENTS. - IF THE CONTRACTOR REQUESTS A CHANGE FROM THE STRUCTURAL DRAWINGS, IT SHALL BE APPROVED BY THE ARCHITECT AND DESIGNED BY MARTIN/MARTIN, INC. PRIOR TO SUBMITTING SHOP DRAWINGS. VARIATION SHALL BE INDICATED ON THE SHOP DRAWINGS. CONTRACTOR SHALL COMPENSATE MARTIN/MARTIN, INC. FOR MAKING THE CHANGE. - CONSTRUCTION DOCUMENTS SHALL NOT BE REPRODUCED FOR USE IN SUBMITTALS - ALL SHOP DRAWINGS SHALL REFERENCE THE STRUCTURAL DRAWING NUMBER AND DETAIL USED TO PREPARE THE SUBMITTAL 5B.SUBSTITUTIONS: ARCHITECTS APPROVAL SHALL BE SECURED FOR ALL SUBSTITUTIONS 5C.NONCONFORMANCE: NOTIFY ARCHITECT OF CONDITIONS NOT CONSTRUCTED PER THE CONTRACT DOCUMENTS PRIOR TO PROCEEDING WITH CORRECTIVE WORK. SUBMIT PROPOSED REPAIR TO THE ARCHITECT FOR ACCEPTANCE. CONTRACTOR SHALL COMPENSATE MARTIN/MARTIN, INC. FOR DESIGNING THE REPAIR. 6. OSHA STANDARDS: 6A.THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON COMPLETION. NOTHING SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE CONSTRUED AS ELIMINATING THE NEED FOR THE CONTRACTOR TO COMPLY WITH ALL OSHA REQUIREMENTS. 6B.THE CONTRACTOR SHALL ADD ALL NECESSARY BOLTS, ANCHOR BOLTS, PLATES, STIFFENER PLATES, STABILIZER PLATES, BRIDGING, BRACING, BEARING SEATS, COLUMN SPLICES, ETC., AS WELL AS CLOSURES FOR OPENINGS. IN ADDITION, FIELD WELD ANYTHING THAT MAY BE CONSIDERED A TRIP HAZARD, SUCH AS SHEAR STUDS, AFTER PROTECTIVE DECKING IS INSTALLED. 6C.WHERE THE STRUCTURAL DRAWINGS APPEAR TO CONFLICT WITH OSHA REQUIREMENTS, THE STRUCTURAL DRAWINGS REPRESENT FINAL CONDITIONS ONLY. THE CONTRACTOR SHALL ADD ALL ERECTION FRAMING NECESSARY TO COMPLY WITH OSHA. 7. CONSTRUCTION ENGINEERING: 7A.THE STRUCTURE DEFINED ON THE CONTRACT DOCUMENTS HAS BEEN DESIGNED ONLY FOR LOADS ANTICIPATED ON THE STRUCTURE DURING ITS SERVICE LIFE. PROVIDE ALL REQUIRED ENGINEERING AND OTHER MEASURES TO ACHIEVE THE MEANS, METHODS, AND SEQUENCES OF WORK. SUCH ENGINEERING MAY INCLUDE, BUT IS NOT LIMITED TO: - LAYOUT - DESIGN FOR FORMWORK - DESIGN OF CONCRETE MIXES - ERECTION PROCEDURES WHICH ADDRESS STABILITY OF THE FRAME DURING CONSTRUCTION - WELD PROCEDURES - DESIGN OF TEMPORARY BRACING OF WALLS FOR WIND, SEISMIC, OR SOIL LOADS - SURVEYING TO VERIFY CONSTRUCTION TOLERANCES - EVALUATION OF TEMPORARY CONSTRUCTION LOADS ON STRUCTURE DUE TO EQUIPMENT AND MATERIALS - STRUCTURAL ENGINEERING TO RESIST ANY OTHER LOADS NOT IDENTIFIED ON DESIGN DRAWINGS 8. COORDINATION: 8A.STRUCTURAL DRAWINGS ARE NOT STAND-ALONE DOCUMENTS AND ARE INTENDED TO BE USED IN CONJUNCTION WITH CIVIL, ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND DRAWINGS FROM OTHER DISCIPLINES. THE CONTRACTOR SHALL COORDINATE ALL REQUIREMENTS OF THE CONTRACT DOCUMENTS INTO SHOP DRAWINGS AND WORK. 8B.COORDINATE DIMENSIONS OF ALL OPENINGS, BLOCKOUTS, DEPRESSIONS, ETC., WITH ARCHITECTURAL DRAWINGS, DRAWINGS FROM OTHER DISCIPLINES, AND FIELD CONDITIONS PRIOR TO SHOP DRAWING SUBMITTAL. 8C.SEE ARCHITECTURAL PLANS FOR INTERIOR PARTITIONS. 1. GENERAL: 1A.ALL WORK SHALL CONFORM WITH ACI 301, LATEST EDITION, UNLESS NOTED OTHERWISE IN DRAWINGS. 1B.DETAIL BARS IN ACCORDANCE WITH THE LATEST EDITIONS OF PUBLICATION SP-66: “ACI DETAILING MANUAL” WITH ADDED REQUIREMENTS OF THE PROJECT SPECIFICATION AND ACI 318: “BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.” 2. REINFORCING MATERIALS: 2A.SEE ‘REINFORCING MATERIALS TABLE’ 3. REINFORCING FABRICATION: 3A.SPLICES: - NO SPLICING OF REINFORCEMENT PERMITTED EXCEPT AS NOTED ON DRAWINGS. MAKE BARS CONTINUOUS AROUND CORNERS. WHERE PERMITTED, SPLICES MAY BE MADE BY CONTACT LAPS OR MECHANICAL CONNECTORS. - SEE ‘LAP SPLICE SCHEDULE’ FOR LAP LENGTHS. - SPLICE CONTINUOUS TOP AND BOTTOM BARS IN WALLS, BEAMS, AND GRADE BEAMS ‘LTS’ UNLESS NOTED OTHERWISE. 3B.MISCELLANEOUS REINFORCING REQUIREMENTS: - PROVIDE ADDITIONAL BARS OR STIRRUPS REQUIRED TO SECURE REINFORCING IN PLACE DURING CONCRETE PLACEMENT. - MAKE ALL REINFORCING BAR BENDS IN THE FABRICATOR’S SHOP UNLESS NOTED. - NO WELDING OF REINFORCING PERMITTED UNLESS NOTED ON DRAWINGS. WHERE PERMITTED, PERFORM WELDING IN ACCORDANCE WITH AWS D1.4, LATEST EDITION. - PROVIDE ADDED REINFORCING TO TRIM ALL OPENINGS, NOTCHES, AND REENTRANT CORNERS AS NOTED IN TYPICAL DETAILS. 4. STRUCTURAL CONCRETE MIX REQUIREMENTS: 4A.SEE ‘CONCRETE MIX TABLE’ 5. SLAB-ON-GRADE: 5A.VERIFY ALKALINITY OF CONCRETE SURFACE, SLAB VAPOR TRANSMISSION, AND SLAB FLATNESS/LEVELNESS ARE COMPATIBLE WITH FLOORING SYSTEM AND ADHESIVES PRIOR TO INSTALLING FLOORING. 5B.TAKE PRECAUTIONS TO MINIMIZE SLAB CURLING. GRIND SLAB OR USE LEVELING COMPOUND IF FLOOR FLATNESS AND LEVELNESS VALUES ARE NOT ACCEPTABLE TO THE ARCHITECT. 6. NON-SHRINK GROUT: 6A.CONFORM TO ASTM C1107. 6B.ACHIEVE 6000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. 7. PLACING REINFORCEMENT: 7A.REINFORCEMENT PROTECTION: - SEE ‘CONCRETE COVER TABLE’ - SEE ACI 318-11 7.5 FOR REINFORCEMENT PLACING TOLERANCES AND ACI 117 FOR ADDITIONAL REQUIREMENTS 7B.PROVIDE ACCESSORIES NECESSARY TO PROPERLY SUPPORT REINFORCING AND WELDED WIRE REINFORCEMENT AT POSITIONS SHOWN ON PLANS. ALL REINFORCING, DOWELS, BOLTS, AND EMBEDDED PLATES SHALL BE SET AND TIED IN PLACE BEFORE THE CONCRETE IS POURED. “STABBING” INTO PREVIOUSLY PLACED CONCRETE IS NOT PERMITTED. 8. CONSTRUCTION/CONTROL JOINTS: 8A.SUBMIT DRAWINGS SHOWING CONSTRUCTION AND CONTROL JOINT LOCATIONS ALONG WITH THE SEQUENCE OF POURS. CONSTRUCTION JOINT LOCATIONS AND CASTING SEQUENCE SHALL BE ARRANGED TO MINIMIZE THE EFFECTS OF ELASTIC AND LONG-TERM SHORTENING/SHRINKAGE. 8B.CONSTRUCTION JOINTS IN SLABS-ON-GRADE SHALL BE LOCATED TO ACCOMMODATE THE MAXIMUM LENGTH AND AREA THE CONTRACTOR CAN REASONABLY POUR, FINISH, AND JOINT IN THE SAME DAY. 9. MEP AND OTHER OPENINGS AND EMBEDMENTS: 9A.PROVIDE SLEEVES AT OPENINGS (SUCH AS THOSE REQUIRED FOR PLUMBING AND ELECTRICAL PENETRATIONS) BEFORE PLACING CONCRETE. DO NOT CUT REINFORCING WHICH MAY CONFLICT. CORING OF CONCRETE IS NOT PERMITTED. 9B.REFER TO TYPICAL DETAILS FOR SPACING LIMITS ON SLEEVES AND FOR REQUIREMENTS FOR EMBEDDED CONDUIT AND PIPE. CONCRETE MIX TABLE CONC MIX TYPEINTENDED USE 28 DAY STRENGTH, f'c (KSI)CONCRETE WEIGHTMAX W/C RATIO, INCLUDING FLY ASHMAX AGGREGATE SIZE (IN), NOTE aTOTAL AIR CONTENT (%), NOTE bOTHER REQUIREMENTS, NOTE c1 FOOTINGS 3 NWC -- 1 -- -- 2 GRADE BMS, FND WALLS 4.5 NWC 0.45 3/4 5 -- 3 ALL CONC EXPOSED TO WEATHER OR DEICERS: SITE WALLS 5 NWC 0.40 3/4 6 -- 4 INT SLABS ON GRADE 3.5 NWC 0.50 3/4 NP -- 5 ARCHITECTURALLY EXPOSED CONC CHIMNEY 4.5 NWC 0.45 3/8 6 AE REINFORCING MATERIAL TABLE REINF ELEMENT ASTM Fy (KSI) Fu (KSI) TYP REINFORCING A615 60 90 WELDED & FIELD BENT REINF A706 60 80 WELDED WIRE REINFORCING, SMOOTH A185 65 75 STEEL MATERIAL TABLE STEEL ELEMENT ASTM/TYPE Fy (KSI) Fu (KSI)COMMENTS ANCHOR RODS F1554 GR 55 55 75 WELDABLE, HEAVY HEX HEADED BOLTS A325 OR F1852 -- 120 BOLTS ARE 3/4"Ø UNO, USE TENSION-CONTROLLED WHERE POSSIBLE DAS A496 70 80 -- HAS A108 51 65 STUDS ARE 3/4"Ø UNO OTHER SHAPES A36 36 58 -- PLATES A36 36 58 -- RECT HSS A500 GR C 50 62 -- WELDING ELECTRODES E70 PER AWS WF, WT A992 50 65 -- ANCHOR TYPE POST-INSTALLED ANCHOR TABLE PRODUCT ADHESIVE (IN CONCRETE) HILTI HIT-HY 200 ADHESIVE ANCHOR RODS SCREW ANCHORS EXPANSION ANCHORS (IN CONCRETE) -- HILTI KWIK BOLT TZ HILTI KWIK HUS-EZ Fy (KSI) COMMENTS -- 36 MIN -- Fu (KSI) -- 58 MIN -- SUBMIT CALCULATIONS FOR SUBSTITUTIONS -- -- THREADED ROD, UNGREASED SUBMIT CALCULATIONS FOR SUBSTITUTIONS SUBMIT CALCULATIONS FOR SUBSTITUTIONS ADHESIVE (IN CONCRETE W/>12" EMBEDMENT) HILTI HIT-RE 500 SD -- -- SUBMIT CALCULATIONS FOR SUBSTITUTIONS STEEL NOTES 1. CONNECTIONS: 1A.PROVIDE CONNECTIONS AS SHOWN IN THE DETAILS HEREIN. 2. WELDING REQUIREMENTS: 2A.WELDERS: HAVE IN POSSESSION CURRENT EVIDENCE OF PASSING THE APPROPRIATE AWS. QUALIFICATION TESTS. 2B.MINIMUM WELDS: AISC SPECIFICATION, NOT LESS THAN 3/16” FILLET, CONTINUOUS UNLESS OTHERWISE NOTED. 2C.WELD SIZES AND LENGTHS CALLED FOR ON THE DRAWINGS ARE THE NET EFFECTIVE REQUIRED. INCREASE WELD SIZE IF GAPS EXIST AT THE FAYING SURFACE. 2D.WELD SIZES SHALL BE AS SHOWN UNLESS A GREATER SIZE IS REQUIRED BY ANSI/AISC 360-10 TABLES J2.3 AND J2.4. 2E.ALL GROOVE WELDS SHALL BE COMPLETE PENETRATION UNLESS NOTED. 2F.FIELD WELDING SYMBOLS INDICATE SUGGESTED CONSTRUCTION PROCEDURES. 3. STRUCTURAL STEEL INSTALLATION: 3A.ALL HIGH STRENGTH BOLTS WHERE NOTED ON THE DRAWINGS AS TYPE “SC” OR OTHER TYPE FOLLOWED BY “PT”, SHALL BE TENSIONED TO THE VALUES OF TABLE J3.1 OF ANSI/AISC 360-10 . OTHER HIGH-STRENGTH BOLTS MAY BE INSTALLED SNUG TIGHT AS DEFINED BY AISC. WOOD NOTES 1. LAMINATED MEMBER SIZES: 1A.LVL, PSL, LSL, GLU-LAM AND AND OTHER FABRICATED MEMBERS (TJI) SIZES SHOWN ARE NET. OTHER MEMBER SIZES ARE NOMINAL. 2. FRAMING LUMBER: 2A.DRY (19% MAXIMUM MOISTURE CONTENT AT THE TIME OF INSTALLATION), DOUGLAS FIR-LARCH WITH MINIMUM DESIGN VALUES BASED ON THE 2012 NDS. SEE ‘FRAMING LUMBER TABLE’ FOR MINIMUM GRADES. 2B.BEAMS AND STRINGERS USED WITH CANTILEVERS OR CONTINUOUS SPANS SHALL BE GRADED TO PROVIDE THE SPECIFIED ALLOWABLE STRESSES OVER THE ENTIRE MEMBER LENGTH. 3. FABRICATED LUMBER: 3A.FABRICATED LUMBER DESIGNATIONS ARE THOSE MANUFACTURED BY WEYERHAEUSER. 3B.FABRICATED LUMBER IS DESIGNATED ON THE DRAWINGS AS ONE OF THE FOLLOWING: TJI JOISTS, MICROLLAM (LVL), PARALLAM (PSL), TIMBERSTRAND (LSL) OR RIMBOARD. 3C.THE MANUFACTURER SHALL PROVIDE WEB STIFFENERS ON I-JOISTS, END BLOCKING, BRIDGING, AND ERECTION BRACING AS REQUIRED. SEE “DESIGN CRITERIA” FOR DESIGN DEAD AND LIVE LOADS. 3D.FABRICATED LUMBER SHALL BE DRY. 3E.SEE ‘FABRICATED LUMBER TABLE’ FOR MINIMUM PROPERTIES (AT NORMAL LOAD DURATIONS). 3F.FABRICATED RIMBOARD SHALL BE LAMINATED STRAND LUMBER. 3G.SEE ‘RIMBOARD TABLE’ FOR MINIMUM PROPERTIES. 5. SHEATHING: 5A.WOOD STRUCTURAL PANELS (WSP) - WOOD STRUCTURAL PANELS SHALL BE APA RATED SHEATHING CONFORMING TO U.S. DEPARTMENT OF COMMERCE STANDARD PS-2 AND APA PERFORMANCE STANDARD PRP-108, LATEST EDITIONS. - ALL WOOD PANELS SHALL BE EXPOSURE 1. 6. BLOCKING AND BRIDGING: 6A.PROVIDE FULL HEIGHT SOLID BLOCKING (MINIMUM WIDTH TO MATCH WIDTH OF FRAMING) BETWEEN ALL FRAMING MEMBERS (SOLID SAWN JOISTS AND RAFTERS, FABRICATED JOISTS AND RAFTERS AND TRUSSES) AT SUPPORTS. 7. NAILING: 7A.UNLESS NOTED OTHERWISE ON THE DRAWINGS, PROVIDE BOX NAILS COMMON NAILS WITH SIZES SHOWN IN THE TABLE BELOW. MINIMUM NAILING SHALL BE IN ACCORDANCE WITH THE TYPICAL WOOD CONNECTION SCHEDULE AND IBC 2012 TABLE 2304.9.1. 7B.WHERE COMMON NAILS ARE SPECIFIED, BOX NAILS OF EQUAL LENGTH MAY BE SUBSTITUTED PROVIDED ONE BOX NAIL IS ADDED FOR EVERY THREE COMMON NAILS SPECIFIED. 8. METAL CONNECTORS: 8A.FRAMING CONNECTORS SHALL CONFORM TO IBC 2012 SECTION 1711.1. FRAMING CONNECTOR DESIGNATIONS ARE THOSE MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, SAN LEANDRO, CALIFORNIA. OTHER MANUFACTURER’S PRODUCTS MAY BE USED IF APPROVED BY THE ENGINEER. FURNISH NAILS AND/OR BOLTS OF DIAMETER, LENGTH, AND NUMBER SPECIFIED BY THE MANUFACTURER FOR EACH CONNECTOR. 8B.ALL CONNECTOR HOLES SHALL BE FILLED WITH PROPER NAILS/BOLTS INCLUDING OPTIONAL NAIL LOCATIONS FOR UPLIFT. ALL BOLT HOLES SHALL BE DRILLED INTO FRAMING MEMBERS. MAXIMUM HOLE DIAMETER IS 1/16” LARGER THAN THE BOLT DIAMETER. 9. OPENINGS: 9A.OPENING, POCKETS, ETC., SHALL NOT BE PLACED IN BEAMS, JOISTS, RAFTERS, STUDS, POSTS, COLUMNS, TIMBER AND OTHER STRUCTURAL MEMBERS UNLESS DETAILED ON THE STRUCTURAL DRAWINGS. PRODUCT FABRICATED LUMBER TABLE DEPTH 11 7/8" TYPE MR (FT- LB) 11 7/8" TJI-210 VR (LBS) EI (x10 ^6 in^ 2-lbs) 3 1/2" END REACTION (LBS) INTERMEDIATE REACTION (LBS)REMARKS TYPE OF USE LSL FRAMING LUMBER SCHEDULE GRADE EXTERIOR STUDS 1.3E LOAD BEARING STUDS (AND COLUMNS ASSEMBLED FROM STUDS) NON-LOAD BEARING STUDS ROOF JOIST & RAFTERS BEAMS & STRINGERS FLOOR-JOIST EXPOSED FRAMING DECKING POSTS & TIMBER LSL MEMBERS DEEPER THAN 5 1/2" Fb (PSI) Fv (PSI) E (PSI) 1,700 425 1,300,000 I-JOIST 3,795 1,655 315 1,655 2,505 -- 11 7/8"11 7/8" TJI-360 I-JOIST 6,180 1,705 419 1,705 2,815 -- 11 7/8"11 7/8" TJI-560 I-JOIST 9,500 2,050 636 2,050 3,475 -- 1.3E 425 1,300,000 1.3E 425 1,300,000 1.3E 425 1,300,000 1.3E 425 1,300,000 1.3E 425 1,300,000 1.3E 425 1,300,000 1.3E 425 1,300,000 1.3E 425 1,300,000 1.5E 2,250 505 1,500,000 9 1/2"5 1/4" PSL BEAM 19,585 9,645 750 -- -- -- 11 7/8"5 1/4" PSL BEAM 29,855 12,055 1,466 -- -- -- 16"5 1/4" PSL BEAM 52,430 16,240 3,584 -- -- -- 1,700 1,700 1,700 1,700 1,700 1,700 1,700 1,700 5 1/4"5 1/4" PSL GIRT 5507 4,226 76 -- -- -- 14"14" TJI-360 I-JOIST 7,335 1,955 612 1,865 2,815 -- 5 1/2"5 1/2" LVL BEAM 2,125 1,830 48 3,828 -- 7 1/4"7 1/4" LVL BEAM 3,555 2,410 112 -- 9 1/2"9 1/2" LVL BEAM 5,885 3,160 250 -- 11 7/8"11 7/8" LVL BEAM 8,925 3,950 488 -- 3,828 3,828 3,828 3,828 3,828 3,828 3,828 1 1 1 1 No. Description Date PERMIT SET 07.02.2015 1 FND SET 09.22.2015 STATEMENT OF STRUCTURAL SPECIAL INSPECTIONS AND TESTING QUALITY ASSURANCE GENERAL NOTES 1. GENERAL: 1A.SCOPE OF WORK - MARTIN/MARTIN RECOMMENDS THAT THE OWNER SHALL ENGAGE A QUALIFIED INSPECTION AND TESTING AGENCY(S) TO PERFORM SPECIAL INSPECTIONS AND TESTING FOR ALL STRUCTURAL MEMBERS AND ASSEMBLIES AS NOTED HEREIN. - SPECIAL INSPECTIONS ARE IN ADDITION TO INSPECTIONS BY THE AUTHORITY HAVING JURISDICTION REQUIRED BY IBC 2012 SECTION 110. - REFER TO THE SPECIFICATIONS FOR REPORTING AND PROCEDURAL REQUIREMENTS FOR QUALITY ASSURANCE AND QUALITY CONTROL. - REFER TO ARCH/MECH/ELEC/CIVIL SPECIFICATIONS AND DRAWINGS FOR ADDITIONAL SPECIAL INSPECTION AND TESTING THAT MAY BE REQUIRED. - SPECIAL INSPECTIONS AND TESTING ARE APPLICABLE TO ALL REVISIONS AND/OR FUTURE WORK ADDED BY AMENDMENTS TO THESE DOCUMENTS. 1B.DEFINITIONS - SPECIAL INSPECTOR: THE AGENCY ENGAGED BY THE OWNER AND APPROVED BY THE AUTHORITY HAVING JURISDICTION TO ACT AS THE DESIGNATED REPRESENTATIVE TO PERFORM INSPECTIONS. - SPECIAL INSPECTION: INSPECTION PERFORMED BY THE SPECIAL INSPECTOR ACCORDING TO IBC 2012 SECTION 1704 TO ENSURE COMPLIANCE WITH APPROVED CONSTRUCTION DOCUMENTS AND REFERENCED STANDARDS. - (P) PERIODIC INSPECTION: THE PART-TIME OR INTERMITTENT OBSERVATION BY THE SPECIAL INSPECTOR OF WORK BEING PERFORMED. SPECIAL INSPECTOR SHALL BE PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED. OBSERVATION OF ALL WORK (100% VISUAL) SHALL BE MADE AT THE COMPLETION OF THE WORK. - (C) CONTINUOUS INSPECTION: THE FULL-TIME OBSERVATION BY THE SPECIAL INSPECTOR OF WORK BEING PERFORMED. SPECIAL INSPECTOR SHALL BE PRESENT IN THE AREA WHERE THE WORK IS BEING PERFORMED. OBSERVATION OF ALL WORK (100% VISUAL) SHALL BE MADE AT THE COMPLETION OF THE WORK. 1C.DEFICIENCIES IN WORK - CORRECT DEFICIENCIES IN WORK THAT TESTS AND INSPECTIONS INDICATE DO NOT COMPLY WITH THE CONTRACT DOCUMENTS AND REFERENCED STANDARDS. - ALL COST OF ADDITIONAL TESTING AND/OR INSPECTIONS FOR CORRECTIVE WORK SHALL BE BORNE BY THE CONTRACTOR. 2. SHOP FABRICATIONS: 2A.GENERAL - PERFORM INSPECTIONS AND TESTING FOR ALL SHOP FABRICATED STRUCTURAL MEMBERS AND ASSEMBLIES AS NOTED HEREIN. SPECIAL INSPECTOR SHALL PERFORM SPECIAL INSPECTIONS AND TESTING UNLESS THE FABRICATOR IS REGISTERED AND APPROVED BY THE AUTHORITY HAVING JURISDICTION TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION OR FABRICATION HAS A CURRENT ICC-ES EVALUATION REPORT. - SPECIAL INSPECTOR SHALL VERIFY THE FABRICATOR MAINTAINS AND FOLLOWS DETAILED SHOP FABRICATION AND QUALITY CONTROL PROCEDURES, UNLESS FABRICATOR IS REGISTERED AND APPROVED. - AT THE COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE AUTHORITY HAVING JURISDICTION ACCORDING TO IBC 2012 SECTION 1704.2.5.2. - APPROVED FABRICATORS MAY PERFORM TESTING NOTED HEREIN EXCEPT THAT NONDESTRUCTIVE TESTING (NDT) SHALL ONLY BE PERFORMED BY PERSONNEL WITH QUALIFICATIONS THAT MEET OR EXCEED THE CRITERIA OF AWS D1.1 SUBCLAUSE 6.14.6 AND AMERICAN SOCIETY FOR NONDESTRUCTIVE TESTING (ASNT) SNT-TC-1A OR ASNT CP-189. 2B.SHOP FABRICATIONS INCLUDED - SHOP FABRICATED STRUCTURAL STEEL INCLUDING STAIRS AND RAILING ELEMENTS - PRE-FABRICATED WOOD STRUCTURAL ELEMENTS - SHOP FABRICATED STEEL CONNECTIONS FOR STRUCTURAL WOOD CONNECTIONS 1 ITEM FREQUENCY STANDARD SUBGRADE CRITERIA - EXCAVATION P VERIFY EXCAVATIONS ARE EXTENDED TO THE PROPER DEPTH AND HAVE REACHED THE PROPER BEARING MATERIAL -- SOILS SPECIAL INSPECTIONS - BEARING MATERIAL P VERIFY BEARING MATERIAL IS ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY SOILS REPORT CONTROLLED FILL - PLACEMENT C VERIFY USE OF PROPER MATERIALS, DENSITIES, COMPACTION, AND LIFT THICKNESSES -- - PRIOR TO PLACEMENT P VERIFY SUBGRADE HAS BEEN PROPERLY PREPARED -- SOILS SPECIAL INSPECTION NOTES: 1. SEE CIVIL DRAWINGS AND/OR SPECIFICATIONS FOR ADDITIONAL EARTHWORK AND UTILITY INSPECTION REQUIREMENTS. 2. SEE CIVIL DRAWINGS AND/OR SPECIFICATIONS FOR CLASSIFICATION AND TESTING REQUIREMENTS FOR COMPACTED FILL AND/OR CONTROLLED LOW-STRENGTH MATERIAL. ITEM FREQUENCY STANDARD REINFORCING STEEL CRITERIA - DURING PLACEMENT P VERIFY GRADE, FINISH, SIZE, BAR QUANTITY, LOCATION, SPACING, COVER, HOOK LENGTHS, SPLICE LENGTH, SPLICE LOCATIONS, BEND DIAMETERS, COATING, SURFACE CONDITION, AND SUPPORT. ACI 318 3.5,7.1-7.7 - WELDING C VERIFY ASTM A706 REINFORCING STEEL.AWS D1.4 - FIELD BENDING P --ACI 301 3.3.2.8 BOLTS AND EMBEDMENTS CONCRETE - MIX DESIGN EACH TRUCK VERIFY USE OF APPROVED DESIGN MIXTURE FOR EACH TRUCK LOAD -- - PLACEMENT OF CONCRETE C ACI 318 5.9-5.10 - CURING P ACI 318 5.11-5.13 STRUCTURAL CONCRETE SPECIAL INSPECTIONS - PRIOR TO PLACEMENT OF CONCRETE 100% VERIFY TYPE, FINISH, DIAMETER, LENGTH, QUANTITY, EMBEDMENT LENGTH, SPACING AND EDGE DISTANCES. VERIFY USE OF PLACING TEMPLATE WHERE SPECIFIED. -- - WELDING -- INSPECT PER THE STRUCTURAL STEEL TABLE -- - FORMWORK PRIOR TO PLACEMENT OF CONCRETE P INSPECT FIRST POUR OF EACH TYPE (GRADE BEAM, COLUMN, STRUCTURAL SLAB, SLAB-ON- DECK, ETC.) ACI 318 6.1.1 - PRIOR TO PLACEMENT OF CONCRETE 100% -- -- ITEM FREQUENCY STANDARD REINFORCING STEEL, BOLTS AND EMBEDMENTS CRITERIA - WELDING -- PER STRUCTURAL STEEL TESTING-- CONCRETE - AIR CONTENT WHEN AIR ENTRAINMENT IS SPECIFIED EACH COMPOSITE SAMPLE --ASTM C231 PRESSURE METHOD STRUCTURAL CONCRETE TESTING - COMPOSITE SAMPLE OBTAIN AT POINT OF PLACEMENT. FOR DRILLED PIERS OBTAIN NEAR BEGINNING OF LOAD PRIOR TO PLACEMENT IN SHAFT. ADJUST FREQUENCY AS REQUIRED TO PROVIDE MINIMUM 5 TOTAL TESTS PER MIX BUT NOT MORE THAN ONE SAMPLE PER TRUCK LOAD. ASTM C172 - SLUMP EACH COMPOSITE SAMPLE SPECIFIED SLUMP SHALL BE AS SUMBITTED IN THE MIX DESIGN ± 1 1/2". PERFORM ADDITIONAL TESTS WHEN CONCRETE CONSISTENCY APPEARS TO CHANGE. ASTM C143 1. f'c < 5000 PSI 100 CY/MIX/DAY - TEMPERATURE EACH COMPOSITE SAMPLE AND 60 MINUTE INTERVALS REQUIRED WHEN AIR TEMPERATURE IS 40 °F AND BELOW OR 80°F AND ABOVE. ASTM C1064 - COLD WEATHER CURING -- RECORD MAXIMUM AND MINIMUM CONCRETE TEMPERATURE DURING CURING PERIOD, WHEN DAILY AVERAGE AIR TEMPERATURE OF 40 °F OR BELOW IS EXPECTED FOR 3 SUCCESSIVE DAYS DURING CURING PERIOD. ASTM C1074 - COMPRESSIVE STRENGTH EACH COMPOSITE SAMPLE TEST ONE CYLINDER SPECIMEN AT 7 DAYS AND TWO CYLINDER SPECIMENS AT 28 DAYS. IF DESIGN STRENGTH IS NOT ACHIEVED AT 28 DAYS, TEST REMAINING CYLINDER AT 56 DAYS. ACCEPTANCE CRITERIA PER ACI 318. ASTM C31 (6x12 SPECIMENS) AND ASTM C39 STRUCTURAL CONCRETE TESTING NOTES: 1. NONDESTRUCTIVE TESTING MAY BE PERMITTED BY THE ARCHITECT, BUT WILL NOT BE USED AS SOLE BASIS FOR APPROVAL OR REJECTION OF DEFICIENT CONCRETE. 2. REPORTS OF COMPRESSIVE STRENGTH TESTS SHALL CONTAIN THE FOLLOWING INFORMATION: DATE OF CONCRETE PLACEMENT, LOCATION OF CONCRETE BATCH IN WORK, DESIGN 28-DAY COMPRESSIVE STRENGTH, CONCRETE SUPPLIER AND MIXTURE ID NUMBER, TIME OF BATCH AND PLACEMENT, AMBIENT AIR TEMPERATURE, SITE ADDED WATER AND ADMIXTURES, UNIT WEIGHT, AND AS REQUIRED BY ASTM C39. ITEM FREQUENCY STANDARD EXPANSION ANCHORS, SLEEVE ANCHORS, SCREW ANCHORS CRITERIA - PRIOR TO INSTALLATION OF ANCHOR EACH ANCHOR VERIFY TYPE, DIAMETER, LENGTH, FINISH, AND BASE MATERIAL. VERIFY MAXIMUM IMPACT WRENCH TORQUE RATING FOR SCREW ANCHORS. ICC-ES REPORT POST-INSTALLED ANCHORS/REINFORCING STEEL SPECIAL INSPECTIONS ADHESIVE ANCHORS, REINFORCING STEEL ANCHORED INTO HARDENED CONCRETE - DURING INSTALLATION OF ANCHOR C CONTINUOUS INSPECTION REQUIRED REGARDLESS IF PERIODIC INSPECTION IS PERMITTED BY ICC-ES REPORT. VERIFY HOLE DIMENSIONS, HOLE CLEANING, ANCHOR EMBEDMENT, EDGE DISTANCES AND SPACING. ICC-ES REPORT - AFTER INSTALLATION OF ATTACHED ASSEMBLY 100% VISUAL VERIFY NUMBER, EDGE DISTANCES, AND ANCHOR FLUSH WITH AND PERPENDICULAR TO THE RECEIVING SURFACE. -- - PRIOR TO INSTALLATION OF ANCHOR EACH ANCHOR VERIFY TYPE, DIAMETER, LENGTH, FINISH, AND BASE MATERIAL. ICC-ES REPORT - DURING INSTALLATION OF ANCHOR C CONTINUOUS INSPECTION REQUIRED REGARDLESS IF PERIODIC INSPECTION IS PERMITTED BY ICC-ES REPORT. VERIFY HOLE DIMENSIONS, HOLE CLEANING, ANCHOR EMBEDMENT, EDGE DISTANCES AND SPACING. ICC-ES REPORT - AFTER INSTALLATION OF ATTACHED ASSEMBLY 100% VISUAL VERIFY NUMBER, EDGE DISTANCES, AND ANCHOR FLUSH WITH AND PERPENDICULAR TO THE RECEIVING SURFACE. -- - PRIOR TO START OF WORK -- REVIEW CONTRACTOR'S INSTALLATION PROCEDURE. ICC-ES REPORT - PRIOR TO START OF WORK -- REVIEW CONTRACTOR'S INSTALLATION PROCEDURE. ICC-ES REPORT - CURE TIME 100% VISUAL VERIFY FULL CURE TIME HAS ELAPSED PRIOR TO APPLICATION OF TORQUE OR LOAD TO ANCHOR. -- Project number Date Drawn by MM JOB #: 15.0197.S.01PRINCIPAL/EOR: PDPROJECT MANAGER: KHDESIGNERS: JW/KHDATE PRINTED:FILE PATH:09/22/2015 C:\Proj\15.0197-994Ptarmigan-RS15_kevinh.rvt9/22/2015 3:37:41 PMS003 QUALITY ASSURANCE M15.0197.S.01LOT 3 / 994 PTARMIGAN RDVAIL,COHughes Residence07.02.2015 KH STRUCTURAL STEEL INSPECTIONS ITEM INSPECTION TASK STANDARD CRITERIA/REMARKS PRIOR TO WELDING REVIEW WELDING PROCEDURE SPECIFICATIONS PERFORM AISC 360, CHAPTER N FIT UP OF WELDS, INCLUDING JOINT GEOMETRY, AND CONFIGURATIONS OBSERVE AISC 360, CHAPTER N MATERIAL IDENTIFICATION OBSERVE AISC 360, CHAPTER N WELDER IDENTIFICATION SYSTEM OBSERVE AISC 360, CHAPTER N DURING WELDING USE OF QUALIFIED WELDERS OBSERVE AISC 360, CHAPTER N CONTROL AND HANDLING OF WELDING CONSUMABLES OBSERVE AISC 360, CHAPTER N NO WELDING OVER CRACKED TACK WELDS OBSERVE AISC 360, CHAPTER N ENVIRONMENTAL CONDITIONS, AND WPS FOLLOWED OBSERVE AISC 360, CHAPTER N WELDING TECHNIQUES - SINGLE PASS WELDS OBSERVE AISC 360, CHAPTER N WELDING TECHNIQUES - MULTI-PASS WELDS OBSERVE AISC 360, CHAPTER N AFTER WELDING WELDS CLEANED OBSERVE AISC 360, CHAPTER N SIZE, LENGTH, AND LOCATION OF WELDS PERFORM AISC 360, CHAPTER N WELDS MEET VISUAL ACCEPTANCE CRITERIA PERFORM AISC 360, CHAPTER N, AWS D1.1 WHERE INSPECTOR OBSERVES QUESTIONABLE WELDS, NON-DESTRUCTIVE TESTING SHALL BE PERFORMED ARC STRIKES PERFORM AISC 360, CHAPTER N K-AREA PERFORM AISC 360, CHAPTER N REPAIR ACTIVITIES PERFORM AISC 360, CHAPTER N DOCUMENT ACCEPTANCE OR REJECTION OF WELDED MEMBER OR JOINT PERFORM AISC 360, CHAPTER N PRIOR TO BOLTING PROPER FASTENERS AND BOLTING PROCEDURE SELECTED FOR JOINT DETAIL OBSERVE AISC 360, CHAPTER N CONNECTING ELEMENTS MEET REQUIREMENTS, INCLUDING HOLE PREPARATION AND FAYING SURFACE OBSERVE AISC 360, CHAPTER N PRE-INSTALLATION VERIFICATION TESTING OBSERVE AISC 360, CHAPTER N NOT APPLICABLE FOR SNUG TIGHT JOINTS PROPER STORAGE FOR FASTENER COMPONENTS OBSERVE AISC 360, CHAPTER N DURING BOLTING FASTENERS PLACED IN ALL HOLES AND POSITIONED AS REQUIRED OBSERVE AISC 360, CHAPTER N AFTER BOLTING DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNECTIONS PERFORM DOCUMENT ACCEPTANCE OR REJECTION OF WELDED MEMBER OR JOINT STRUCTURAL STEEL INSPECTION NOTES: OBSERVE - OBSERVE THESE ITEMS ON A RANDOM BASIS PERFORM - THESE INSPECTION SHALL BE PERFORMED FOR EACH WELDED CONNECTION, EACH BOLTED CONNECTION, AND EACH ITEM, PRIOR TO ACCEPTANCE 1 No. Description Date PERMIT SET 07.02.2015 1 PERMIT RESPONSE 08.04.2015 2 FND SET 09.22.2015 W1 2 6345 24'-4"8'-7 1/2"21'-3"20'-1"6" A B C K L M 3'-7 1/2"3'-3"30'-1 3/4"7'-4"6'-3 1/4"3 S3116"10'-8"SOG5A SOG4A 132'-5" 132'-10" 5 S320 4 S320 6" 6" 9'-7"1'-0" 6"6'-6" STEP T/WALL STEP T/WALL 4 S310 STEP T/WALL T/WALL= 136' - 6" 7 7 7 7 2 STEP T/WALL 7 7 T/WALL= 133' - 0" T/WALL= 136' - 6" 3 T/WALL= 134' - 0" STEP T/WALL T/WALL= 133' - 6" 3 2 3 9 2 2 CONTR COORD W/ ELEV SUPPLIER 12 3" TO COL CL 3" TO COL CL 12 3 S311 T/FTG = 131'-6" T/FTG = 129'-6" STEP T/FTG 1 S311 S310 6 TYP AT WALL CORNERS 8'-0"6"2 3/4" 7 1/4" 3 S311 SIM T/WALL= 142' - 3 3/4"STEP T/WALLSTEP T/WALL8 S310 TYP STEP T/FTG 7 S320 1 TYP 6 S320 3 S311 SIM 7 T/WALL= 142' - 3 3/4" 7 7 7 7 F4 129'-6" F4 129'-6" F4 131'-5" F4 131'-6" F2 131'-6" 10 F3 131'-6" 3'-0" 7 7 4'-0"1'-0"2'-0"SOG4A 132'-11"W1-B0W1-D9W1-B0W1-B0T/FTG = 129'-6" TYP T/FTG = 131'-6" T/FTG = 129'-6"36'-9 1/8"W1-B6W1-B6 W1-B6 9 6"1'-0"1'-0"6"T/WALL= 138' - 9"1'-0"3 S311 SIM 1'-0"1'-0"1'-0"6"6"8"T/FTG = 129'-6" 3 S311 T/WALL= 138' - 5 1/2" 1 S311 T/FTG = 129'-6" 1'-0" 1'-0"7'-9 1/2"1'-0" 2 3/4" 3 1/4" 2'-2"1'-4"4'-2" STEP T/WALL T/WALL= 134' - 0"1'-0"T/WALL= 133' - 6" BP1 BP1 BP1 BP1 BP1 BP1 BP2 BP1 BP1 BP2 BP2 11 3 S311 SIM T/FTG = 131'-6"1'-0"CONC STEM WALL PER 8/S310 1'-0"11CONC STEM WALL PER 8/S310 3 F4 131'-6" 10 S310 T/FTG = 131'-6" T/FTG = 131'-6" F3 131'-6" T/FTG = 131'-6" 8 S310 TYP CONC STEM WALL PER 8/S310 1'-0"1'-0"1'-0"1'-0" 7 S311 T/FTG = 131'-6" 3 BP2 BP2 W1-D9 BACKFILL FOUNDATION WALLS TO MAX HEIGHT NOTED ON PRIOR TO PLACING LEVEL 2 FRAMING AND FLOOR SHEATHING 3/S311 BACKFILL FOUNDATION WALLS TO MAX HEIGHT NOTED ON PRIOR TO PLACING LEVEL 2 FRAMING AND FLOOR SHEATHING 3/S311 S200 2LOWER STAIR LANDING UP 7 1 1 1 1 1 5 S320 7'-4 1/2"8 S320 11 S311 SIMPSON CB66 HDG COLUMN BASE 1 10 S310 SIM 9 9 BP1BP2 BP1 6'-2 3/4"W1-C6BP3 S500 12FOR BP TYP 11 S311 TYP AT CONC SITE WALLS 11 S311 1 T/FTG = 131'-6" 8 S311 3 1/4" 2 3/4" 10" T/WALL = 141'-10" T/WALL = 141'-10" T/FTG = 129'-6" STEP T/WALL T/WALL = 141'-10" 1'-0" 6" T/WALL = 140'-8" STEP T/WALL T/WALL= 136' - 6" T/WALL= 135' - 9 1/2" T/WALL= 135' - 9 1/2" 1 1 1'-6"1'-6" T/WALL= 142' - 3 3/4" T/WALL= 138' - 5 1/2" 9'-7" STEP T/WALL STEP T/WALL 72 BP2 BP2 STEP T/WALL 4'-0"5'-2"4'-4"2'-9"T/FTG = 131'-6" STEP T/WALL T/WALL= 145' - 10" T/WALL= 144' - 1" T/WALL= 141' - 7 1/2" 1'-4"4'-6"6"12'-11"1'-8 1/2"4'-5"3'-0"T/WALL= 140' - 1" T/WALL= 136' - 7" T/WALL = VARIES 5 S310 T/FTG = 129'-6"4"8"8'-3"1'-4"T/FTG = 129'-6" TYP T/WALL= 136' - 3"7'-9 1/4"1'-4"7'-9"1'-0"T/WALL= 136' - 3" T/WALL= 136' - 3" T/FTG = 129'-6" 8 S320 T/FTG = 129'-6" COORD W/ SPA SUPPLIER 1 1 1 5 S320 STEP T/WALL STEP T/WALL STEP T/WALL STEP T/WALL 14'-10"T/WALL= 138' - 9" 10'-5 3/4" 1 1 11 S311 T/WALL= 132' - 2"17'-7"T/WALL= 132' - 2"3'-3"1'-0 1/2"20'-3" CONTR COORD W/ GARAGE DOOR SUPPLIER4'-4 1/2"3'-1 1/2"T/WALL= 133' - 6" T/WALL= 133' - 6" 6'-3" 1'-10 1/2" STEP T/WALL T/WALL= 131' - 9" 3'-9" 1'-4"3'-8" MAX VARIES T/WALL= 133' - 0" 8 S320 Project number Date Drawn by MM JOB #: 15.0197.S.01PRINCIPAL/EOR: PDPROJECT MANAGER: KHDESIGNERS: JW/KHDATE PRINTED:FILE PATH:09/22/2015 C:\Proj\15.0197-994Ptarmigan-RS15_kevinh.rvt9/22/2015 3:37:44 PMS100 LEVEL 1 FLOOR PLAN M15.0197.S.01LOT 3 / 994 PTARMIGAN RDVAIL,COHughes Residence07.02.2015 KH 1/4" = 1'-0" LEVEL 1 COLUMN SCHEDULE (SEE 6/S601) MARK TYPE REMARKS 1 (2) 1 1/2x5 1/2 LSL 2 (3) 1 1/2x5 1/2 LSL 3 (4) 1 1/2x5 1/2 LSL 4 (3) 5 1/2 LVL 5 (4) 5 1/2 LVL 6 HSS3x3x1/4 SEE 12/S500 FOR BP 7 HSS4x4x1/4 SEE 12/S500 FOR BP 8 (5) 1 1/2x5 1/2 LSL 9 HSS5x5x1/4 SEE 12/S500 FOR BP 10 HSS9x5x1/4 SEE 12/S500 FOR BP 11 3 1/2x5 1/2 PSL 12 6x6 PRESERVATIVE TREATED NORTH FOUNDATION NOTES 1.SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS AND ABBREVIATIONS. 2.SEE S3 SERIES SHEETS FOR TYPICAL CONCRETE DETAILS. 3.SEE S320 FOR TYPICAL SLAB-ON-GRADE DETAILS. 4.SEE ARCHITECTURAL DRAWINGS FOR VAPOR RETARDER LOCATIONS. CONTRACTOR SHALL INSTALL VAPOR RETARDER PER RECOMMENDATIONS OF PCA AND ACI 302.1R-04. 5.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SLAB SLOPES, DEPRESSIONS, FILL, PADS, AND CURBS NOT SHOWN ON THE STRUCTURAL DRAWINGS. 6.SEE S310 FOR TYPICAL FOOTING AND FOUNDATION DETAILS. 7.SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS OF ALL WOOD BEARING AND PARTITION WALLS. 8.CONTRACTOR TO COORDINATE STONE LEDGE ELEVATIONS WITH ARCHITECTURAL AND LANDSCAPE GRADING DRAWINGS No. Description Date PERMIT SET 07.02.2015 1 FND SET 09.22.2015 2 6345 A B C K L M 24'-4"8'-7 1/2"21'-3"20'-1"6"3'-7 1/2"3'-3"30'-1 3/4"7'-4"6'-3 1/4"3 S3116"10'-8"SOG5A SOG4A 132'-5" 132'-10" 5 S320 4 S320 6" 6" 9'-7"1'-0" 6"6'-6" STEP T/WALL STEP T/WALL 4 S310 STEP T/WALL T/WALL= 136' - 6" 7 7 7 7 2 STEP T/WALL 7 7 T/WALL= 133' - 0" T/WALL= 136' - 6" 3 T/WALL= 134' - 0" STEP T/WALL T/WALL= 133' - 6" 3 2 3 9 2 2 CONTR COORD W/ ELEV SUPPLIER 12 3" TO COL CL 3" TO COL CL 12 3 S311 T/FTG = 131'-6" T/FTG = 129'-6" STEP T/FTG 1 S311 S310 6 TYP AT WALL CORNERS 8'-0"6"2 3/4" 7 1/4" 3 S311 SIM T/WALL= 142' - 3 3/4"STEP T/WALLSTEP T/WALL8 S310 TYP STEP T/FTG 7 S320 1 TYP 6 S320 3 S311 SIM 7 T/WALL= 142' - 3 3/4" 7 7 7 7 F4 129'-6" F4 129'-6" F4 131'-5" F4 131'-6" F2 131'-6" 10 F3 131'-6" 3'-0" 7 7 4'-0"2'-0"SOG4A 132'-11" T/FTG = 129'-6" TYP T/FTG = 131'-6" T/FTG = 129'-6" 9 6"1'-0"1'-0"6"T/WALL= 138' - 9"1'-0"3 S311 SIM 1'-0"1'-0"1'-0"6"6"8"T/FTG = 129'-6" 3 S311 T/WALL= 138' - 5 1/2" 1 S311 T/FTG = 129'-6" 1'-0" 1'-0"7'-9 1/2"1'-0" 2 3/4" 3 1/4" 2'-2" 1'-4" 4'-2" STEP T/WALL T/WALL= 134' - 0"1'-0"T/WALL= 133' - 6" BP1 BP1 BP1 BP1 BP1 BP1 BP2 BP1 BP1 BP2 BP2 11 3 S311 SIM T/FTG = 131'-6"1'-0"CONC STEM WALL PER 8/S310 1'-0"11CONC STEM WALL PER 8/S310 3 F4 131'-6" 10 S310 T/FTG = 131'-6" T/FTG = 131'-6" F3 131'-6" T/FTG = 131'-6" 8 S310 TYP CONC STEM WALL PER 8/S310 1'-0"1'-0"1'-0"1'-0" 7 S311 T/FTG = 131'-6" 3 BP2 BP2 UP 7 5 S320 8 S320 8 S320 11 S311 SIMPSON CB66 HDG COLUMN BASE 10 S310 SIM 9 9 BP1BP2 BP1 BP3 S500 12FOR BP TYP 11 S311 TYP AT CONC SITE WALLS 11 S311 T/FTG = 131'-6" 8 S311 3 1/4" 2 3/4" 10" T/WALL = 141'-10" T/WALL = 141'-10" T/FTG = 129'-6" STEP T/WALL T/WALL = 141'-10" 4" 6" 2" 4" 7'-1 1/2" 1'-0" 6" T/WALL = 140'-8" STEP T/WALL T/WALL= 136' - 6" T/WALL= 135' - 9 1/2" T/WALL= 135' - 9 1/2" 1'-6"1'-6" T/WALL= 142' - 3 3/4" T/WALL= 138' - 5 1/2" 9'-7" STEP T/WALL STEP T/WALL 72 BP2 BP2 STEP T/WALL 4'-0"5'-2"4'-4"2'-9"T/FTG = 131'-6" STEP T/WALL T/WALL= 145' - 10" T/WALL= 144' - 1" T/WALL= 141' - 7 1/2" 1'-4"4'-6"6"12'-11"1'-8 1/2"4'-5"3'-0"T/WALL= 140' - 1" T/WALL= 136' - 7" T/WALL = VARIES 5 S310 T/FTG = 129'-6"4"8"8'-3"1'-4"4'-4"T/FTG = 129'-6" TYP T/WALL= 136' - 3"7'-9 1/4"1'-4"7'-9"1'-0"T/WALL= 136' - 3" T/WALL= 136' - 3" T/FTG = 129'-6" 8 S320 T/FTG = 129'-6" COORD W/ SPA SUPPLIER 5 S320 STEP T/WALL STEP T/WALL STEP T/WALL STEP T/WALL 14'-10"T/WALL= 138' - 9" 11 S311 T/WALL= 132' - 2" T/WALL= 132' - 2"20'-3" CONTR COORD W/ GARAGE DOOR SUPPLIER4'-4 1/2"3'-1 1/2"T/WALL= 133' - 6" T/WALL= 133' - 6" 6'-3" 1'-10 1/2" STEP T/WALL T/WALL= 131' - 9" 3'-9" 1'-4"3'-8" MAX VARIES 11'-3"8"3'-8"1'-0"5'-4"T/WALL= 141' - 8 3/4" T/WALL= 140' - 9" TOC= 140'-9"2'-2"8"3'-6"10"4'-0"8 S311 9 S311 12 S311 T/WALL = 142'-3" 8 S311 T/WALL= 133' - 0" 6 S311 SIM Project number Date Drawn by MM JOB #: 15.0197.S.01PRINCIPAL/EOR: PDPROJECT MANAGER: KHDESIGNERS: JW/KHDATE PRINTED:FILE PATH:09/22/2015 C:\Proj\15.0197-994Ptarmigan-RS15_kevinh.rvt9/22/2015 3:37:45 PMS100a LEVEL 1 FND DIMENSIONS M15.0197.S.01LOT 3 / 994 PTARMIGAN RDVAIL,COHughes Residence07.02.2015 KH No. Description Date 1 FND SET 09.22.2015 NORTH FOUNDATION NOTES 1.SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS AND ABBREVIATIONS. 2.SEE S3 SERIES SHEETS FOR TYPICAL CONCRETE DETAILS. 3.SEE S320 FOR TYPICAL SLAB-ON-GRADE DETAILS. 4.SEE ARCHITECTURAL DRAWINGS FOR VAPOR RETARDER LOCATIONS. CONTRACTOR SHALL INSTALL VAPOR RETARDER PER RECOMMENDATIONS OF PCA AND ACI 302.1R-04. 5.SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR SLAB SLOPES, DEPRESSIONS, FILL, PADS, AND CURBS NOT SHOWN ON THE STRUCTURAL DRAWINGS. 6.SEE S310 FOR TYPICAL FOOTING AND FOUNDATION DETAILS. 7.SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS OF ALL WOOD BEARING AND PARTITION WALLS. 8.CONTRACTOR TO COORDINATE STONE LEDGE ELEVATIONS WITH ARCHITECTURAL AND LANDSCAPE GRADING DRAWINGS 1/4" = 1'-0" LEVEL 1 FND DIMENSIONS 1 W D 2 6345 A B C K L M 24'-4"8'-7 1/2"21'-3"20'-1"3'-7 1/2"3'-3"30'-1 3/4"7'-4"6'-3 1/4"7 7 7 FH3 - 33H8 - 2211 7/8" TJI210 @ 16" O.C.9 1/2" LVL @ 16" O.C.11 7/8" TJI210 @ 16" O.C.9 1/2" LVL @ 16" O.C.11 7/8" TJI210 @ 16" O.C.11 7/8" TJI210 @ 16" O.C.H1 - 11H8 - 33W10x1911 7/8" TJI560 @ 16" O.C.11 7/8" LVL @ 16" O.C.(2) 11 7/8 LVL (2) 11 7/8 LVL 1@ 16" O.C.11 7/8" TJI560@ 16" O.C.11 7/8" LVL11 7/8" TJI210 @ 16" O.C.3 7 97 9 7 11 7/8" TJI-360 @ 16" OC2 7W10x68W10x12W10x19W18x40 @ 16" O.C.11 7/8" TJI56010 S500 W10x193 S500 TYP 5 S610 TYP 1 S610 TYP W18x404 S610 3 S610 6 S500 4 S500 1'-0"SIM ( 142' - 4 1/2" ) 7 S500 SIM9 S610 WS3142'-6"10 S610 2 2 2 S610 TYP AT CANTILEVER 4 S311 5 S311 6 S311WS3142'-0 1/4"WS3142'-6"WS3142'-6"WS3142'-0 1/4"12 S610 2FH1 - 1FH1 - 1 (4) 11 7/8 LVL W10x22 @ 16" OC11 7/8" LVL@ 16" OC11 7/8" TJI-210W10x12W10x2211 7/8" TJI-560 @ 16" OC(3) 11 7/8 LVL11 7/8" TJI-560 @ 16" OC(3) 11 7/8 LVLW1-B0W1-C1W1-B1W1-B6W1-B0W1-C1W1-B1W1-B1W1-C2W1-C2W1-B0W1-B0SIMPSON STRONG WALL SSW18x10 HD 6 AT 1ST FLOORW1-C9 W1-C4 FH2 - 2 7 7 H2 - 22 H2 - 22 SEE ARCH, 2'-6" MAX 3 (3) 11 7/8 LVL2 1/S500(2) 11 7/8 LVL (2) 11 7/8 LVL ( 141'-10" )( 141'-10" )SIMPSON STRONG WALL SSW18x10 2 1/2" 2 1/2"6 S311 8 S610 1 S501 2 S602 2 S602 2 2 9 10 HSS10x5x3/8 6 S501 EE FOR HSS BM TO COL CON 3 3 (2) 11 7/8 LVL(2) 11 7/8 LVL (2) 11 7/8 LVL1/S500EE3 4 S501 7 7 9 9 4 S500 EE(2) 11 7/8 LVL9 7 (2) 11 7/8 LVLW10x19 W10x19 3 S501 1/S500 (142'- 4 1/2")11 7/8" TJI210 @ 16" O.C.1/S5008'-6" 10'-11 1/2"HSS6x4x5/16HSS6x4x5/16S200 3 UP DOWNHSS6x4x5/16HSS6x4x5/164 S611 SIM S200 2 (2) 11 7/8 LVL SEE MARK 2 3/S602 SEE MARK 43/S602 8 S311 SIMPSON STRONG WALL SSW18x10 BELOW ABOVE (2) 11 7/8 LVLH6 - 216'-2 3/4"W1-C1H6 - 128 S311 SIMSOG6ASEE ARCHSOG6A VARIES SEE ARCH 8 S320 STEP T/WALLSTEP T/WALL 1 11 S310 11'-3"8"3'-8"1'-0"5'-4"1'-0"8'-1 1/2"8"2 3/4"TOC= 140'-9" T/WALL= 141' - 8 3/4" 9 S3113'-6"1'-0"8'-3"1'-4"4'-4"137'-6 1/2" SOG6A COORD W/ SPA SUPPLIER T/WALL= 140' - 9" 12 S311 TOC= 140'-9"TOC= 140'-9" 11 S310 COORD W/ SPA SUPPLIER ARCH EXPOSED BOARD FORMED CONCRETE WALLS. SEE ARCH FOR FINISH REQUIREMENTS4'-0"5'-2"4'-4"7 2 SIM 5 S311 STEP T/WALL T/WALL= 145' - 10" T/WALL= 144' - 1" STEP T/WALL 11 S310 8 S311 SIM T/FTG = 138'-0" 12 S310 DRAIN. SEE CIVIL 5 S310 8 S311 4" 6" 2" 4" 8 S610 FLOOR FRAMING PLAN NOTES 1.SEE S0 SERIES SHEETS FOR GENERAL NOTES, SYMBOLS AND ABBREVIATIONS. 2.SEE S5 SERIES SHEETS FOR TYPICAL STEEL DETAILS. 3.SEE S6 SERIES SHEETS FOR TYPICAL WOOD DETAILS. 4.TOP OF STRUCTURAL STEEL ELEVATION SHALL BE 142’-3 3/4" UNLESS NOTED OTHERWISE ON PLAN. 5.WOOD SHEAR WALLS ABOVE THE FLOOR NOTED THUS: SEE 6.ALL WALLS SHALL BE W1-A, UNLESS NOTED OTHERWISE. 7.WOOD HEADERS NOTED THUS: SEE 8.COLUMNS AND POSTS NOTED THUS: SEE SCHEDULE AND 9.FOR WOOD HANGER SCHEDULE, SEE: UNO 10.FOR WOOD FLOOR SCHEDULE, SEE: 11.FOR VENEER LOOSE LINTEL, SEE: 5/S601 W1-A H6-22 12/S600 5 BP-1 6/S601 9/S601 8/S601 12/S601 Project number Date Drawn by MM JOB #: 15.0197.S.01PRINCIPAL/EOR: PDPROJECT MANAGER: KHDESIGNERS: JW/KHDATE PRINTED:FILE PATH:09/22/2015 C:\Proj\15.0197-994Ptarmigan-RS15_kevinh.rvt9/22/2015 3:37:47 PMS101 LEVEL 2 FLOOR PLAN M15.0197.S.01LOT 3 / 994 PTARMIGAN RDVAIL,COHughes Residence07.02.2015 KH 1/4" = 1'-0" LEVEL 2 NORTH COLUMN SCHEDULE (SEE 6/S601) MARK TYPE REMARKS 1 (2) 1 1/2x5 1/2 LSL 2 (3) 1 1/2x5 1/2 LSL 3 (4) 1 1/2x5 1/2 LSL 4 (3) 5 1/2 LVL 5 (4) 5 1/2 LVL 6 HSS3x3x1/4 SEE 12/S500 FOR BP 7 HSS4x4x1/4 SEE 12/S500 FOR BP 8 (5) 1 1/2x5 1/2 LSL 9 HSS5x5x1/4 SEE 12/S500 FOR BP 10 HSS9x5x1/4 SEE 12/S500 FOR BP 11 3 1/2x5 1/2 PSL 12 6x6 PRESERVATIVE TREATED No. Description Date PERMIT SET 07.02.2015 1 FND SET 09.22.2015 21 28 36 43 62 71 80 90 100 LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE (INCHES) #3 #4 #5 #6 #7 #8 #9 #10 #11 9 11 14 17 19 22 25 28 31 12 15 19 23 27 30 34 38 43 6 8 10 12 13 15 18 20 22 22 29 36 43 63 72 81 91 101 GENERAL NOTES: 1. 'LCE' = COMPRESSION EMBEDMENT LENGTH, 'LCS' = COMPRESSION LAP SPLICE LENGTH, 'LTE' = TENSION EMBEDMENT LENGTH, 'LTS' = TENSION LAP SPLICE LENGTH, 'LDH' = HOOK DEVELOPMENT LENGTH 2. 'TOP' BARS ARE HORIZONTAL BARS PLACED SUCH THAT MORE THAN 12 IN. OF FRESH CONCRETE IS CAST BELOW THE BAR 3. ALL BARS THAT ARE NOT 'TOP' BARS ARE 'OTHER' BARS 4. UNLESS NOTED OTHERWISE, ALL HOOK BARS SHALL EXTEND TO THE FAR FACE (LESS 2" COVER) LAP SPLICE NOTES: 1. ALL SPLICES SHALL BE WIRED IN CONTACT. TOP AND BOTTOM BEAM SPLICES SHALL BE STACKED VERTICALLY 2. ALL SPLICES ARE 'LTS' UNLESS NOTED OTHERWISE 3. SMALLER BAR LAP LENGTH SHALL BE USED WHEN SPLICING DIFFERENT SIZED BARS A. COMPRESSION LAP LENGTH SHALL NOT BE LESS THAN 'LCE' OF THE LARGER BAR B. TENSION LAP LENGTH SHALL NOT BE LESS THAN 'LTE' OF THE LARGER BAR 4. LAP LENGTHS SPECIFICALLY DETAILED ON DRAWINGS SHALL GOVERN IN LIEU OF LAP LENGTHS SCHEDULED 5. BUNDLED BAR SPLICES: A. INDIVIDUAL BAR SPLICES WITHIN THE BUNDLE SHALL BE STAGGERED B. INCREASE LAP LENGTH 20% FOR A 3 BAR BUNDLE C. INCREASE LAP LENGTH 33% FOR A 4 BAR BUNDLE 6. IF A NOTE OR DETAIL CALLS FOR A BAR TO BE EMBEDDED Ld (DEVELOPMENT LENGTH) INTO CONCRETE, THIS LENGTH SHALL CORRESPOND TO A 'LTE' LAP ADJUSTMENTS TO GIVEN LENGTHS: 1. IF REINFORCING IS SPECIFIED AS EPOXY COATED, INCREASE SCHEDULED LENGTHS BY 50% 2. IF LIGHTWEIGHT AGGREGATE IS SPECIFIED, INCREASE SCHEDULED LAP BY 30% 3. SCHEDULED LENGTHS ASSUME: A. CLEAR COVER IS GREATER THAN BAR DIAMETER, BUT NOT LESS THAN 3/4" B. CLEAR SPACING BETWEEN BARS IS GREATER THAN 2 BAR DIAMETERS C. IF EITHER CONDITION A OR B IS NOT MET FOR A GIVEN BAR, INCREASE LENGTHS BY 50% 4. LENGTHS NOTED BASED ON Fy = 60,000 PSI. FOR OTHER YIELD STRENGTHS, MULTIPLY LENGTHS NOTED BY Fy/60,000 HOOK EMBEDMENT NOTES: 1. SCHEDULED HOOK EMBEDMENT LENGTHS ASSUME: A. SIDE COVER IS 2 1/2 INCHES OR GREATER B. COVER BEYOND IS 2 INCHES OR GREATER 2. IF REINFORCING IS SPECIFIED AS EPOXY COATED, INCREASE SCHEDULED LENGTHS BY 20% 3. IF LIGHTWEIGHT AGGREGATE IS SPECIFIED, INCREASE SCHEDULED LENGTHS BY 30% 4. IF SIDE COVER IS LESS THAN 2 1/2 INCHES, INCREASE LENGTHS BY 40% 77 70 62 55 48 131 118 105 93 81 22 33 27 16 37 56 46 28 COMP TENSION 78 87 8 10 12 15 17 19 22 24 27 12 15 19 23 27 30 34 38 43 6 7 8 11 12 13 15 17 19 19 25 31 37 54 62 70 79 87 67 60 54 47 42 113 102 91 80 70 19 28 24 14 32 48 40 24 COMP 17 22 28 33 48 55 62 70 78 6 6 8 9 11 12 13 15 17 17 22 28 33 49 55 63 70 78 60 54 48 42 37 101 91 81 72 63 17 25 21 13 29 43 36 2218 25 31 37 54 62 70 8 9 12 14 16 18 21 23 26 12 15 19 23 27 30 34 38 43 LCE LCS LDH LTE TOP LTE OTHER LTS TOP LTS OTHER LCE LCS F'c = 3,000 PSI THRU 3,500 PSI BAR SIZE (IN-LB) F'c = 4,000 PSI F'c = 5,000 PSI COMP TENSIONTENSION LCE LCS LDH LTE TOP LTE OTHER LTS TOP LTS OTHER LDH LTE TOP LTE OTHER LTS TOP LTS OTHER #10 #13 #16 #19 #22 #25 #29 #32 #36 BAR SIZE (METRIC) CONCRETE COVER CASE COVER (IN) CONCRETE PLACED AGAINST EARTH 3 CONCRETE PLACED IN FORMS, EXPOSED TO WEATHER OR EARTH 2 SLABS OR WALLS NOT EXPOSED TO EARTH OR WEATHER 1 NOTES: 1. ALL BENDS SHALL BE MADE COLD 2. #14 & #18 BARS SHALL BE BEND TESTED & LAB APPROVED PRIOR TO BENDING STANDARD BENDS 90° HOOK #3-#5 d 3" MIN 6d TYPICAL REINFORCING BENDS STIRRUP/TIE BENDS 180° HOOK D 21 6 MAX OFFSET BEND D1 #3 - #8 6d #9 - #11 8d 90° HOOK #6-#8 d 12d D 2135° HOOK d6d3" MIND290° HOOKd 12dD 1 180° HOOKd 4d 2 1/2" MIN D1 #3 - #5 4d #6 - #8 6d D2 d4d 2 1/2" MIN D2 ADD 1/2 NUMBER OF BARS INTERRUPTED BY OPNG PLUS 1, SPACE AT 3" OC DETAIL SIMILAR FOR CIRCULAR OPENINGS NOTES: 1. DETAIL APPLIES UNLESS REINF IS SPECIFICALLY DETAILED ON THE DRAWINGS 2. HOOK BARS WITH STANDARD HOOK WHERE LTS CANNOT BE ACHIEVED 3'-0" MAX W H, 3'-0" MAXTYPLTSTYPICAL OPENINGTMAX D=0.3T OR 2"WHICHEVER IS SMALLERD = OUTSIDE DIAMETER 3D (12" MIN) CLEAR NOTE: WHERE CLEAR DISTANCE BETWEEN SLEEVES CAN NOT BE ACHIEVED AS SHOWN, STRUCTURAL ENGINEER OF RECORD SHALL BE NOTIFIED. SCHEDULE 40 SLEEVES SHALL BE USED IN CRITICAL AREAS OF THE WALL AND SLABS AS DETERMINED BY STRUCTURAL ENGINEER OF RECORD. IN WALL OR SLAB CONDUITS GREATER THAN [0.2T] SHALL BE SUBMITTED FOR REVIEW AT PIPING OR CONDUIT NOTE 1 D 12" MAX NOTE 1ALIGN PEN'S VERTICALLY B/WALL NOTES: 1. GREATER OF 2xD AND 12", WHERE CLEAR DISTANCE IS NOT ACHIEVABLE, TREAT AREA AS SINGLE OPENING REINFORCED PER "TYPICAL OPENING" DETAIL 2. DO NOT CUT REBAR AT PENETRATIONS LOCS. REBAR MAY BE MOVED 8" MAX TO ACCOMMODATE PENETRATIONS EDGES, TYP12" FROM ALLTYP EW 2" CLR TO REINF, NOTE 2 AT OPENINGS 12" OR LESS 6'-6" MAX 1'-0" MIN (2) #4@3" OC ES OF OPENING. FULL HEIGHT (3) #4@3" OC T&B. CONTINUE FULL WIDTH OF WALL Project number Date Drawn by MM JOB #: 15.0197.S.01PRINCIPAL/EOR: PDPROJECT MANAGER: KHDESIGNERS: JW/KHDATE PRINTED:FILE PATH:09/22/2015 C:\Proj\15.0197-994Ptarmigan-RS15_kevinh.rvt9/22/2015 3:37:48 PMS300 TYP CONCRETE DETAILS M15.0197.S.01LOT 3 / 994 PTARMIGAN RDVAIL,COHughes Residence07.02.2015 KH NO SCALE8 REINFORCING DEVELOPMENT, PLACEMENT, AND BEND INFO NO SCALE9 TYP CONC WALL PENETRATIONS 3/4" = 1'-0"10 FIREPLACE OPENING NOT USED No. Description Date PERMIT SET 07.02.2015 1 FND SET 09.22.2015 1 1 WALL DWLS LTS T/FTG SEE PLAN MATCH SIZE AND NUMBER OF FTG LONG BARS 2'-0" MAXT(1'-0" MIN) T BOT REINF PER SCHED TOP REINF IF NOTED IN SCHED PLAN WL L BARS W BARS APPROVED BRG MATL PER GEOTECH (L x W) PLAN DIMENSIONS TT/FTG, SEE PLAN L BARS W BARS 2" CLR3" CLRMARK FOOTING SIZE L x W x T REINFORCING SERVICE CAPACITY (KIPS) REMARKS F2 2'-0"x2'-0"x1'-0" (3) #4 EW BOT 40 F3 3'-0"x3'-0"x1'-0" (4) #4 EW BOT 62 F4 4'-0"x4'-0"x1'-0" (4) #5 EW BOT 90 F5 5'-0"x5'-0"x1'-0" (5) #5 EW BOT 122 F6 6'-0"x6'-0"x1'-2" (7) #5 EW BOT 160 F7 7'-0"x7'-0"x1'-6" (7) #6 EW BOT F8 8'-0"x8'-0"x1'-10" (9) #6 EW BOT 22 10 SPREAD FOOTING SCHEDULE SOIL ALLOWABLE PRESSURE = 2500 PSF - - - - - - - INSIDE FACESINSIDE FACES INSIDE FACES CROSS WALL BAR SIZE & SPACING TO MATCH HORIZ REINF OUTSIDE FACE (SOIL SIDE) OUTSIDE FACE (SOIL SIDE) HORIZ REINF SOLID CIRCLE INDICATES ADDITIONAL VERTICAL BARS, SIZE TO MATCH WALL VERT REINF OPEN CIRCLE INDICATES VERTICAL REINF LTS OR CONT, TYP VERT WALL REINF HORIZ WALL REINF INTERMITTENT 1'-0" LONG KEYS @ 2'-0" OC. EDGES MAY BE ANGLED AT CONTR'S OPTION LTS 1ST POUR 2ND POUR 1 1/2"EQEQEQ1'-0"1'-0"1'-6" S320 36" (2) #4xCONT (2) #4@12" OC (2 MIN) #4@18" OC ALT HOOK DIR VARIES. SEE PLANS320 3 T/FTG = SEE PLAN #4@12" OC EW 3" CLRSTD HOOK SEE PLAN #4@12" OC, EW LTS MINCOORDINATE HORIZ CONST JT LOCS WITH ARCH. LIMIT POUR HEIGHT AS REQD TO ACHIEVE CONSOLIDATION AND SPECIFIED FINISH ARCHITECTURALLY EXPOSED CONCRETE FINISH. SEE ARCH FOR FINISH, COLOR AND MOCK UP REQUIREMENTS 6 S310 FOR "OUTSIDE FACE" CORNER REINF1'-0"1'-0"4'-0" S320 3 6" (5) #4xCONT (2) #4@12" OC (2 MIN) #4@18" OC ALT HOOK DIR #4@12" OC TRANSVERSE FND WALL FTG STEM WALL DOWELS TO MATCH STEM WALL HORIZONAL REINF 4" 3 BARS MIN, TO MATCH FTG LONGITUDINAL REINF MIN, TYP LTS T/WALL = SEE PLAN CONTR OPTION JOINT ELEV = 138'-0" #4@10" OC EACH FACE #4@16" OC EACH FACE ARCH EXPOSED BOARD FORMED CONCRETE FINISH ABOVE GRADE. SEE ARCH FOR REQTS LTS OR CONT3 1/2"x 1'-0" KEY AT EACH STEP 1 1/2" #4@12" OC HORIZ #4@16" OC VERT (3) #4xCONT #4@16" OC 2'-0"1'-0"3" CLR4"8" T/LEDGE = CONTR COORD T/WALL = SEE PLAN T/FTG = SEE PLAN 1 1/2" x FULL DEPTH KEY AT SPA SLAB SPA SLAB. SEE PLAN COORD ELEV W/ SPA SUPPLIER Project number Date Drawn by MM JOB #: 15.0197.S.01PRINCIPAL/EOR: PDPROJECT MANAGER: KHDESIGNERS: JW/KHDATE PRINTED:FILE PATH:09/22/2015 C:\Proj\15.0197-994Ptarmigan-RS15_kevinh.rvt9/22/2015 3:37:49 PMS310 TYP FOUNDATION DETAILS M15.0197.S.01LOT 3 / 994 PTARMIGAN RDVAIL,COHughes Residence07.02.2015 KH NO SCALE4 TYP SINGLE STEP AT WALL FOOTING NO SCALE2 TYP SPREAD FOOTING NO SCALE6 TYP FND WALL W/TWO LAYERS REINF NO SCALE7 TYP WALL VERTICAL CONST JOINT 1" = 1'-0"8 INT WALL FOOTING NO SCALE9 CHIMNEY FOUNDATION SECTION 1" = 1'-0"10 INT WALL FOOTING - 2 NOT USED NO SCALE11 TYP STEM WALL ON STRIP FTG AT FND WALL 1 1" = 1'-0"12 BOARD FORMED ENTRY STAIR WALL 1 1" = 1'-0"5 SPA WALL 1 No. Description Date PERMIT SET 07.02.2015 1 FND SET 09.22.2015 6" MIN7'-0" MAX AT SIM BEFORE LEVEL 2 FLOOR INSTALLED2'-6" MAX AT TYP4'-6" AT SIM 3'-0" AT TYP 6"6"1'-6" T/WALL = SEE PLAN 1'-0"#4@16" OC HORIZ #4@16" OC VERT AT TYP #6@16" OC VERT AT SIM 2" CLR 1" CLR 3" CLR2" CLR T/FTG = SEE PLAN #4xCONT @16" OC #4@16" OC PERIMETER DRAIN. SEE CIVIL #4@16" OC VERT #4@16" OC AT TYP #6@16" OC AT SIM -- T/LEDGE = CONTR COORD T/WALL = SEE PLAN #4@16" OC HORIZ #4@16" OC VERT (3) #4xCONT #4@16" OC 2'-0"1'-0"3" CLRS320 3 -- 6"6" T/LEDGE = CONTR COORD TREATED 2x NAILER T/WALL = SEE PLAN WEB STIFFENER EA FACE, TYP TOP FLANGE HANGER PER HANGER SCHED, TYP TREATED 2x NAILER T/WALL = SEE PLAN TREATED 2x LEDGER 5/8"Ø ADHESIVE ANCHOR W/ 4" EMBED AT 12" OC. THREADED ROD SHALL BE HDG OR MECHANICALLY GALVANIZED (CLASS 55)4"FULL DEPTH BLOCKING FOR (2) BAYS FOR ADDNL INFO, SEE 5/S311 1 1 8"1 1 8"-- AT SIM AT TYP 1 S320 3 6" STEM PER 8/S310 #5@12"OC EW BOT 1'-0"#4@12" OC HORIZ #4@16" OC VERT (3) #4xCONT #4@16" OC 2'-0"1'-0"3" CLR4"8"4'-0" MIN6"2" ± 2"T/LEDGE = CONTR COORD #4@12" OC EW #4x AT 12" OC. CONTR OPTION ASTM A706 AND FIELD BEND DOWN2'-6"2'-6" T/WALL = SEE PLAN ARCH EXPOSED BOARD FORMED CONCRETE WALL AT SIM. NO STONE LEDGE APPROVED BRG MATL PER GEOTECH 3'-0"1'-4"1'-6"4'-0" MIN6'-0" MAX4"8"4" SEE LANDSCAPE SEE LANDSCAPE 1'-0"#6@16" OC #4@16" OC #4@12" OC HORIZ #6@16" OC #4@12" OC 1 1/2" KEY 2" CLR 2" CLR 3" CLRS311 8 SITE PAVING. SEE CIVIL T/WALL = SEE PLAN8"±2"S320 8 #4@8" OC HORIZ EA FACE #4@8" OC VERT, EACH FACE #4@ 9" OC EW 1'-0"3" CLR4'-0" MIN6"2" ± 2"TOC = SEE PLAN BOULDER. SEE LANDSCAPE T/WALL = SEE PLAN #4x 2'-6"@ 8" OC EW Project number Date Drawn by MM JOB #: 15.0197.S.01PRINCIPAL/EOR: PDPROJECT MANAGER: KHDESIGNERS: JW/KHDATE PRINTED:FILE PATH:09/22/2015 C:\Proj\15.0197-994Ptarmigan-RS15_kevinh.rvt9/22/2015 3:37:51 PMS311 TYP FOUNDATION DETAILS M15.0197.S.01LOT 3 / 994 PTARMIGAN RDVAIL,COHughes Residence07.02.2015 KH 1" = 1'-0"3 TYP GRADE BEAM - 1 1" = 1'-0"1 TYP GRADE BEAM - 2 1" = 1'-0"4 WOOD JOIST PERP TO CONC WALL 1" = 1'-0"5 WOOD JOIST PARALLEL TO CONC WALL 1" = 1'-0"6 WOOD JOIST PARALLEL TO CONC WALL AT PATIO 1 1/2" = 1'-0"7 ELEVATOR PIT SECTION 1" = 1'-0"8 BAR PATIO WALL 1 3/4" = 1'-0"11 SITE RETAINING WALL 1 1" = 1'-0"9 BAR PATIO STEPS 1 1" = 1'-0"12 BAR PATIO STONE SUPPORT 1 No. Description Date PERMIT SET 07.02.2015 1 FND SET 09.22.2015 A A 1/4" PREFORMED JT FILLER OVER FULL SLAB DEPTH, FILLER SHALL NOT PROTRUDE ABOVE SLAB ELASTOMERIC JT SEALANT WHERE REQD (SEE ARCH)P CLRCONT VAPOR RETARDER, SEE ARCH BAR SUPPORTS NOTES: 1. GRANULAR COURSE: 4" MIN COMPACTED GRANULAR FILL 2. PREPARED/COMPACTED SUBGRADE SLAB REINF NOTE 2NOTE 1TTYPICAL SLAB-ON-GRADE SECTION CONT VAPOR RETARDER, SEE ARCH 2ND POUR1ST POUR EXTEND REINF THRU JT 1/8" . NOTES: 1. PROVIDE TOOLED JT OR SAW CUT AS SOON AS THE CONC HAS HARDENED SUFFICIENTLY TO PERMIT CUTTING WITHOUT CHIPPING, SPALLING, OR TEARING (BUT NOT MORE THAN 12 HOURS AFTER CASTING) 2. SPACE JOINTS AT 10'-0" MAX EACH WAY WITH MAX ASPECT RATIO OF 1:1.5. PROVIDE JOINT EW AT ALL RE-ENTRANT CORNERS. LAP (2) MESH PANELS OR LTS 1"NOTE 1 SLAB REINF T2" MIN#4 ES CONT 2 1 CONSTRUCTION JOINT CONTROL JOINT 6" 1 1 2 1 #4@12" (2 MIN)#4x 2'-0" #4xCONT2'-6" MAX8" MAXMIN 8" @12" 2'-0"2" CLR1 1/2" CLR 1 1/2" CLRCONST JT L4x4x1/4x0'-6" w/(2) 1/2"Ø BOLTS TO STRINGER & (2) 5/8"Ø SIMPSON TITEN HD w/4" EMBED TO SLAB (3) #4xCONT BEYOND STRINGERS 1'-0" (MIN), EXTEND THICKENED ZONE 1'-0"8" MINTYP3" CLRCJ NOT PERMITTED IN THIS ZONE 1 1/2"3"1 1/2" 2'-6" TOP REINFORCING MATCH TOP REINF 2'-0" HOOK #4x #4x4'-0@12", EC, CTR (1) #4xCONT TYPICAL 2'-6"@12" TOP2"1 1/2" CLREQ EQ 8" MAX8"LTS + H 8"NOTES: 1. DETAIL APPLIES FOR ALL OPNGS IN SOG'S AND TOPPING SLABS 2. REINF NOT REQUIRED AT OPNGS SMALLER THAN 10"x10" 3. SEE OTHER DTLS FOR REINF AT OPNGS IN CONC WALLS, CONC STR SLABS, AND METAL DECK SLABS OPENING RE-ENTRANT CORNER:DIAG BARS 2'-0" TYPTYP 1 1/2"3" TYP (2) BARS EACH SIDE CENTERED IN SLAB. MATCH SLAB REINF SIZE (#4 MIN) NOTES: 1. SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION 2. REBAR IN STAIRS EXPOSED TO WEATHER SHALL BE EPOXY COATED 3. SPLICE #4 BARS 2'-4" AS NEEDED 1'-0"1'-0" 6 " MI N1'-6" 1'-6" #4@12" #4@12" (2) #4 BOT 6" MIN(2) #4 BOT 6" MINTYP3" CLRProject number Date Drawn by MM JOB #: 15.0197.S.01PRINCIPAL/EOR: PDPROJECT MANAGER: KHDESIGNERS: JW/KHDATE PRINTED:FILE PATH:09/22/2015 C:\Proj\15.0197-994Ptarmigan-RS15_kevinh.rvt9/22/2015 3:37:52 PMS320 SOG DETAILS M15.0197.S.01LOT 3 / 994 PTARMIGAN RDVAIL,COHughes Residence07.02.2015 KH NO SCALE3 TYP SOG ISOLATION JOINT NO SCALE1 TYP SOG SCHEDULE NO SCALE2 TYP SOG JOINTS NO SCALE4 TYP SOG STEP NO SCALE6 TYP SOG BELOW METAL STAIR NO SCALE5 TYP SOG EXT THRESHOLD SLAB-ON-GRADE SCHEDULE TYPE THICKNESS T REINFORCING BAR POSITION P REMARKS SOG4A 4" WWR 6x6-W2.9xW2.9 1 1/2" SOG5A 5" #4@18" OC 2" SOG6A 6" #4@12" OC 2" NO SCALE7 TYP TRIM REINF NO SCALE8 TYP SOG STAIR 1 No. Description Date PERMIT SET 07.02.2015 1 FND SET 09.22.2015 A A A A A A 2 PL3/8 ES 5/16 5/16 k1/2" 1 1/2" 1 1/2" 1/2"1 1/2"3"3"3"(4) BOLTS IN STD HOLES 3 S500 STIFFENER PL 3/8 ES 3" 5/16 AT HSS COL OR WF COL-WEB PERP TO BMk5/8"Ø ANCHOR RODS, UNO DOUBLE NUT OR HEADED ANCHOR ROD NOTES: 1. SEE COLUMN SCHEDULE OR PLAN FOR BASE PLATE MARK 2. PLATE SIZE MAY BE INCREASED AT HSS COL TO PROVIDE BOLT CLEARANCE 3. 24xANCHOR RODØ DECREASE AS REQUIRED TO PROVIDE 3" CLEAR COVER AT FOOTING AND INTERIOR WALL LOCATIONS PL WASHER 1/4x2x2 W/ STD HOLE OPTIONAL LEVELING NUTS 1"Ø HOLES MAX IN BASE PLATE, UNO NHSS COLUMN AT HSS OR PIPE COL 1/4 TTYP BASE PLATE SCHEDULE BASE PLATE MARK BP1 BP2 PLATE THICKNESS T (IN) PLATE WIDTH B (IN) PLATE LENGTH N (IN)1 1/2" NS GROUTABOVE NUT2" MINPROJECTIONB 3/4 5 16 2 1/2"3/4 5 11 1/2 3"4 1/2"2 1/2"1 1/2"BP2 LAYOUT 1 1/2"EQEQ PJP 1/2 WALL THICKNESS ES AT 5" HSS BP3 3/4 5 20 1 1/2" 1 1/2" 1 1/2"1 1/2"3" TYP1 1/2"5/16 5/16 PL3/8 W/ HORIZ SHORT SLOTTED HOLES IN PL AND STD HOLES IN BM WEB 3/4"Ø BOLTS SEE SCHEDULE CONNECTION SCHEDULE BEAM SIZE # OF BOLTS W10 2 W12 & W14 3 W16 & W18 4 W10x19 3 1/2" 1 1/2"1 1/2"1 1/2"3" TYP1 1/2"5/16 5/16 PL3/8 W/ HORIZ SHORT SLOTTED HOLES IN PL AND STD HOLES IN BM WEB 3/4"Ø BOLTS SEE SCHEDULE CONNECTION SCHEDULE BEAM SIZE # OF BOLTS W10 2 W12 3 1/2"1/2"1/2" RADIUS STIFF PL 3/8 ES CAP PL 3/4 W/ (4) BOLTS 1 1/2"1 1/2" TYPICAL 1/4 1/4TYP k(2) BOLTS 1/2" 1 1/2" 1 1/2" AT BEAM END 5/16 TYP S500 3FOR COL ABOVE AT SIM THAN T OF SHALLOWER BEAMT/2 MIN, BASED ON T OFDEEPER BEAM, BUT NOT GREATERFOR ANGLE/END PLATE SIZE & DETAIL 1" MAX SEE SCHEDULE FOR CAPACITY AND WELDING S500 5 DOUBLE ANGLE END PLATE Z5.00B 20 1/2"1 1/2" MIN (2) BOLT DOUBLE ANGLE CONN STD HOLES IN BM WEB S500 5 S610 5 WF STEEL BEAM EACH SIDE AT SIM MIN1 1/4"MIN1 1/4"3" MIN, TYP,MAX 3"1 1/4" MIN AT DBL ANGLES STANDARD OR HORIZ SHORT SLOTTED HOLES MAY BE USED, TYP 3/8" ANGLE THICKNESS BOLTS MAY BESTAGGEREDOR ALIGNEDMIN1 1/4"AT DOUBLE ANGLE3" MAX AT SINGLEANGLE, NO LIMITT/PL = T/BM, TYP PL 3/4 (4) 3/4"Øx5" HAS, AT 8" GAGE, TYP 13/16"x2 3/4" SLOTTED HOLE IN L, STD HOLE IN BM L6x3 1/2x3/8, (2) PT BOLTS, CENTER VERTICALLY ON BM NOTES: 1. COMPLETE ALL WELDS PRIOR TO INSTALLING DECK OR USING BEAM TO SUPPORT ANY CONSTRUCTION MATERIALS 1 1/2" ± 1"8"@W126"@W10T&B1 1/2"WELDING CLEARANCES TRIM FLG T&B, ONE SIDE ONLY, AS REQD FOR FIELD 2"8"2"2"4"4"2"EMBED & BEAM CL BEAM ELEVATION EMBED ELEVATION OF ANGLE DO NOT WELD ACROSS TOP 5/16 3/4" RETURN TOP, FULL RETURN BOT 5/16 3 SIDES, NOTE 1 1 1/2"2"8"2"MIN3"SEE FOR EMBED PL AT TOP OF WALL 1/S501 Project number Date Drawn by MM JOB #: 15.0197.S.01PRINCIPAL/EOR: PDPROJECT MANAGER: KHDESIGNERS: JW/KHDATE PRINTED:FILE PATH:09/22/2015 C:\Proj\15.0197-994Ptarmigan-RS15_kevinh.rvt9/22/2015 3:37:53 PMS500 STEEL DETAILS M15.0197.S.01LOT 3 / 994 PTARMIGAN RDVAIL,COHughes Residence07.02.2015 KH NO SCALE10 GARAGE HEADER POST BEARING NO SCALE3 TYP COL TRANSFERNO SCALE12 TYP COL BASE PLATE NO SCALE1 WF BEAM TO HSS COL CONN NO SCALE2 WF BEAM TO WF BEAM CONN NO SCALE4 TYP BM OVER COLUMN NO SCALE6 TYP BEAM DBL ANGLE SPLICE - LFRD NO SCALE7 BEAM TO BEAM CONN - 1 NO SCALE5 TYP BEAM ANGLES NO SCALE8 STEEL BEAM EMBED AT CONC WALL No. Description Date PERMIT SET 07.02.2015 1 FND SET 09.22.2015 MARK HOLDOWN TYPE 6 ANCHOR RQMTS MINIMUM ATTACHMENT REMARKS HOLDOWN SCHEDULE MARK STUDS W1-A SHEATHING BLOCKED EDGES EDGE NAILING STRUCTURAL WOOD WALL SCHEDULE REMARKS 1/2" GYP BD EA FACE NO 5d @ 4" OC 7 W1-B 1 1/2x5 1/2 LSL @ 16"OC 1/2" APA RATED PLYWOOD YES 10d @ 6" OC WOOD WALL TYPE SEE: SCHED W1-A1 HOLDOWN TYPE SEE: SCHED STRUCTURAL WALL NOTES: 1. ALL STRUCTURAL WOOD WALLS SHALL BE W1-A, UNO. 2. PLYWOOD SHEATHING TO BE APA-RATED SHEATHING. SEE: GENERAL NOTES FOR ADDITIONAL INFORMATION. 3. PLYWOOD SHEATHING NAILS SHALL BE INSTALLED A MINIMUM OF 3/8" FROM PANEL EDGES. 4. PLYWOOD SHEATHING NAILS TO BE GALVANIZED COMMON. 5. AT PLYWOOD SHEATHING, USE 10d NAILS @ 12" OC FOR FIELD NAILING. 6. ALL PLYWOOD SHEATHING TO BE BACKED WITH 2" NOMINAL OR WIDER MEMBER. 7. PROVIDE A MINIMUM OF (2) STUDS AT EACH HOLDOWN. 8. CONNECT SHEAR PANELS DIRECTLY TO STUDS. 9. ALL WALL NAILING AT WALLS, INCLUDING HEADERS, BLOCKING, RIMBOARDS, ETC. SHALL CONFORM TO REQUIREMENTS OF NAILING SCHEDULE IN IBC 2012, TABLE 2304.9.1 UNLESS MORE STRINGENT REQUIREMENTS ARE SHOWN IN DRAWINGS. SHEAR WALL KEY HOLDOWN NOTES: 1. INSTALL ALL HOLDOWNS AND HOLDOWN ANCHORS PER MNFR's WRITTEN INSTRUCTIONS. 2. UNLESS OTHERWISE NOTED, MINIMUM HOLDOWN ATTACHMENT TO BE (2) 2x ~ MATCH WALL STUD THICKNESS. PROVIDE ADDITIONAL STUDS AS NEEDED AT HOLDOWN TO MEET MANUFACTURE REQUIREMENTS OF MINIMUM MEMBER THICKNESS ANCHORAGE TO FDN 5/8"Ø @ 48"OC HDG w/12" EMBED 5/8"Ø @ 48"OC HDG w/12" EMBED FIELD NAILING PER NOTES 2x BLKG AT SHEATHING EDGES (WHERE REQUIRED PER SCHEDULE) EDGE NAILING PER SCHEDULE EDGE NAILING SHEATHING PER SCHEDULE ~ STAGGER EDGES AS SHOWN STUD SIZE & SPACING PER SCHEDULE ANCHORAGE TO FDN CONNECTION AT SILL PLATE CONNECTION AT TOP PLATE 16d @ 3"OC 16d @ 4"OC SIMPSON LS50 @24" OC SIMPSON LS50 @24" OC 0 NO HOLD DOWN 8 SIMPSON HDU2-SDS2.5 {STUDS & SPACING W1-C YES 10d @ 4" OC 5/8"Ø @ 36"OC HDG w/12" EMBED 16d @ 2"OC SIMPSON LS50 @16" OC SIMPSON SSTB16 W1-D 10d @ 4" OC (EXT) 5d @ 4" OC (INT)5/8"Ø @ 24"OC HDG w/12" EMBED (2) ROWS 16d @ 3"OC SIMPSON LS50 @12" OCYES 9 SIMPSON HDU4-SDS2.5 SIMPSON SB5/8x24 SIMPSON HDU5-SDS2.5 SIMPSON SB5/8x24 SIMPSON HDU8-SDS2.5 SIMPSON SSTB28 (3) LSL STUDS ANCHOR BOLTS TO BE HDG ANCHOR BOLTS TO BE HDG ANCHOR BOLTS TO BE HDG ANCHOR BOLTS TO BE HDG W1-E YES 10d @ 2" OC 5/8"Ø @ 16"OC HDG w/12" EMBED SIMPSON LS70 @12" OC W2-B YES 10d @ 6" OC 5/8"Ø @ 48"OC HDG w/12" EMBED 16d @ 3"OC SIMPSON LS50 @24" OC 1/2" APA RATED PLYWOOD 1/2" APA RATED PLYWOOD (EXTERIOR) 1/2" GYP BD (INTERIOR) 1/2" APA RATED PLYWOOD 1 1/2x5 1/2 LSL @ 16"OC 1 1/2x5 1/2 LSL @ 16"OC 1 1/2x5 1/2 LSL @ 16"OC 1 1/2x5 1/2 LSL @ 16"OC 1 1/2x7 1/4 LSL @ 16"OC 1/2" APA RATED PLYWOOD (2) ROWS 16d @ 2"OC 5 (2) SIMPSON MSTC 66 -- (2) LSL STUDS (2) LSL STUDS (2) LSL STUDS (2) LSL STUDS -- 4 (2) SIMPSON MSTC 52 -- (2) LSL STUDS -- 3 SIMPSON MSTC 66 -- (2) LSL STUDS -- 2 SIMPSON MSTC 52 -- (2) LSL STUDS -- 1 SIMPSON MSTC 28 -- (2) LSL STUDS -- CONN AT SILL PLATE PER 1/S610 1 HORIZONTAL DIAPHRAGM SCHEDULE MARK SHEATHING MATERIAL BLOCKED EDGES FASTENER TYPE & SPACING 5/8" THICK 20/40 APA- RATED PLYWOOD NO NO 3/4" THICK 24OC STURD-I- FLOOR APA-RATED SHEATHING YES NOTES: 1. MINIMUM EDGE DISTANCE FOR NAILS SHALL BE 3/8". 2. PROVIDE BOUNDARY NAILING (TYPE 4 ABOVE) INTO ALL SUPPORTING BEAMS, WALLS, JOIST BLOCKING, AND RIM BOARDS UNO. WS1 WS2 WS3 1 10d @ 6" OC 2 10d @ 12" OC 3 NA 4 10d @ 6" OC 1 10d @ 6" OC 2 10d @ 12" OC 3 10d @ 6" OC 4 10d @ 6" OC 1 10d @ 6" OC 2 10d @ 12" OC 3 NA 4 10d @ 6" OC 2 1 PANEL EDGE NAILING AT SUPPORTED EDGES 2 FIELD NAILING 3 PANEL EDGE NAILING AT BLOCKED EDGES 4 BOUNDARY NAILING BEAM OR WALL DIAPHRAGM EDGE TRUSSES, RAFTERS OR JOISTS 2x FLAT BLOCKING AT UNSUPPORTED SHEATHING EDGES (WHERE REQD ~ SEE SCHEDULE) 1 3 4 5/8" THICK 20/40 APA- RATED PLYWOOD NOTES: 1. VERIFY SETBACK DIMENSIONS SHOWN ABOVE WITH HOLD DOWN MANUFACTURER. 2. NOTIFY ENGINEER OF ALL DISCREPANCIES PRIOR TO INSTALLING ANCHORS. 3. ANCHORS SHALL BE LOCATED AT CENTER OF SILL PLATE, UNO. 4. POST CONNECTORS ARE SIMPSON SDS SCREWS, OR EQUIVALENT, UNO. 5. SEE: FOR STEEL STRAP DETAILS AND ADDNL INFO. SILL PLATE HOLD DOWN, SEE HOLD DOWN SCHEDULE SHEAR WALL POST ANCHOR BOLTMNFRSTAND-OFFAS REQD BYSEE SCHED SET BACK,EMBEDMENT1/S603 NOTES: 1. PROVIDE A MINUMUM OF (2) STUDS AT EACH BEAM SUPPORT IF NO POST IS DESIGNATED. 2. ALL MULTIPLE STUD POSTS SHALL BE NAILED TOGETHER AS SHOWN IN DIAGRAM. 3. WHERE NAILS ARE USED, EACH ADDITIONAL STUD IS NAILED TO REMAINDER OF STUD PACK SHOWN BELOW. 10d NAIL THRU EA STUD, TYP 9" TYPEA END4" TYP1 1/2". 2 1/2". . 1 1/2" 1-1/2" 2-1/2" 1-1/2" CONNECTION FASTENING JOIST TO SILL OR GIRDER (3) 8d COMMON (2 1/2"x0.131") (3) 3"x0.131" NAILS LOCATION TOENAIL BRIDGING TO JOIST (3) 8d COMMON (2 1/2"x0.131") (3) 3"x0.131" NAILS TOENAIL EA END 1"x6" SUBFLOOR OR LESS TO EA JOIST (2) 8d COMMON (2 1/2"x0.131") FACE NAIL WIDER THAN 1"x6" SUBFLOOR TO EA JOIST (3) 8d COMMON (2 1/2"x0.131") FACE NAIL 2" SUBFLOOR TO JOIST OR GIRDER (2) 16d COMMON (3 1/2"x0.162") BLIND & FACE NAIL SOLE PLATE TO JOIST OR BLOCKING 16d (3 1/2"x0.135") @ 16"OC 3"x0.131" NAILS @ 8"OC TYP FACE NAIL TOP PLATE TO STUD (2) 16d COMMON (3 1/2"x0.162") (3) 3"x0.131" NAILS END NAIL STUD TO SOLE PLATE (4) 8d COMMON (2 1/2"x0.131") (4) 3"x0.131" NAILS TOE NAIL END NAIL DOUBLE STUDS 16d (3 1/2"x0.135") @ 16"OC 3"x0.131" NAILS @ 8"OC FACE NAIL (2) 16d COMMON (3 1/2x0.162") (3) 3"x0.131" NAILS BLOCKING BTWN JOISTS OR RAFTERS TO TOP PLATE TOENAIL RIM JOIST TO TOP PLATE 8d (2 1/2"x0.131") @ 6"OC 3"x0.131" NAILS @ 8"OC TOE NAIL CEILING JOISTS (TO PLATE) TOE NAIL CEILING JOISTS (LAPS OVER PARTITION) (3) 16d COMMON (3 1/2"x0.135") (4) 3"x0.131" NAILS FACE NAIL CEILING JOISTS (TO PARALLEL RAFTERS) FACE NAIL RAFTER TO PLATE FACE NAIL (3) 8d COMMON (2 1/2"x0.131") (3) 3"x0.131" NAILS (3) 8d COMMON (2 1/2"x0.131") (5) 3"x0.131" NAILS (3) 16d COMMON (3 1/2"x0.135") (4) 3"x0.131" NAILS (3) 8d COMMON (2 1/2"x0.131") (3) 3"x0.131" NAILS TYP WOOD MEMBER FASTENING SCHEDULE JACK RAFTER TO HIP TOENAIL(3) 10d COMMON (3"x0.148") (4) 3"x0.131" NAILS FACE NAIL(2) 16d COMMON (3 1/2"x0.162") (3) 3"x0.131" NAILS JOIST TO BAND JOIST FACE NAIL(3) 16d COMMON (3 1/2"x0.135") (4) 3"x0.131" NAILS NOTES: 1. TYP WOOD MEMBER FASTENING REQUIREMENTS ARE TAKEN FROM IBC 2012, TABLE 2304.9.1. 2. THE ABOVE FASTENING REQUIREMENTS ARE A MINIMUM, AND SHOULD BE APPLIED ONLY TO TYPICAL SITUATIONS. 3. THE ABOVE IS ONLY A SUMMARY OF THE TABLE 2304.9.1, PLEASE REFERENCE IBC FOR COMPLETE FASTENING SCHEDULE. JOIST/BEAM FACE MOUNT HANGER TOP FLANGE HANGER WOOD HANGER SCHEDULE NOTES: 1. ALL HANGERS SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE. 2. ALL TJI'S ARE TO HAVE WEB STIFFENERS AT HANGERS UNLESS NOTED OTHERWISE 2x8 LUS26 JB28 2x10 LUS28 JB210 2x12 LUS210 JB212 11 7/8" TJI-210 (AT RIDGE) -- LBV2.1/11.88 11 7/8" TJI-360 (AT SLOPED ROOF) -- LBV2.37/11.88 11 7/8" TJI-210 ITS2.06/11.88 11 7/8" TJI-360 11 7/8" TJI-560 IUS3.56/11.88 7 1/4" LVL HU7 LBV1.81/7.25 9 1/2" LVL HU7 LBV1.81/9.5 11 7/8" LVL HUS1.81/10 LBV1.81/11.88 (2) 11 7/8" LVL HU412 BA3.56/11.88 (3) 11 7/8" LVL HU612 WP5.50/11.88 ITS2.37/11.88 ITS3.56/11.88 IUS2.37/11.88 IUS2.06/11.88 5 1/2" LVL HU1.81/5 -- 3 5/8" MAX VERTICAL LEG OF ANGLE TIGHT TO BACK OF VENEER VENEER TIES STONE VENEER LOOSE LINTEL SCHEDULE REMARKSLINTELOPENING LENGTH, L LLV6" LLV6" LLV6" 4" BEARING EE L ≤ 6'-0" L3 1/2x3 1/2x1/4 10'-0" < L ≤ 12'-0" 6'-0" < L ≤ 8'-0" 8'-0" < L ≤ 10'-0" BENT PL 5/16X8X3 1/2 L6x3 1/2x5/16 L5x3 1/2x1/4 - STRUCTURAL WALL SYSTEM 8" MAXNOTE: - STONE VENEER LOOSE LINTEL SHALL BE HDG Project number Date Drawn by MM JOB #: 15.0197.S.01PRINCIPAL/EOR: PDPROJECT MANAGER: KHDESIGNERS: JW/KHDATE PRINTED:FILE PATH:09/22/2015 C:\Proj\15.0197-994Ptarmigan-RS15_kevinh.rvt9/22/2015 3:37:55 PMS601 TYPICAL WOOD DETAILS M15.0197.S.01LOT 3 / 994 PTARMIGAN RDVAIL,COHughes Residence07.02.2015 KH NO SCALE5 TYP WOOD STRUCTURAL WALL & HOLDOWN SCHEDULESNO SCALE8 TYP WOOD HORIZONTAL DIAPHRAGM SCHEDULE NO SCALE3 TYP WOOD HOLD DOWN AT FNDNO SCALE6 TYP WOOD POST NO SCALE11 TYP WOOD MEMBER FASTENING SCHEDULE NO SCALE9 WOOD HANGER SCHEDULENO SCALE12 TYP VENEER LOOSE LINTEL No. Description Date PERMIT SET 07.02.2015 1 FND SET 09.22.2015 JOIST HANGER PER WEB STIFFENER EA FACE CONTINUOUS 1.75x11.875" LSL LEDGER W/ (2) 5/8"Ø EXP ANCHORS @ 32" OC CONC WALL 9/S6016 1/2"3"DIAPHRAGM EDGE NAILING MIN 4 1/2" EMBED SIMPSON LCE4 W/ MAX NUMBER OF NAILS PER MNFR, AT LVL TO PSL BEARING CONNECTION K MAXIMUM UNIFORM LOAD APPLIED TO OUTSIDE BEAM (PLF) A 470 C B 355 - NOTES: 1. BOLTS ARE A307-36. BOLT HOLES = SAME DIAMETER AS BOLT. 2. USE WASHERS @ HEAD & NUT. 3. USE (2) ROWS OF FASTENERS FOR BEAMS < 12" NOMINAL. MULTIPLE ASSEMBLY TYPE (3) ROWS 16d 3-1/2" COMMON WIRE @ 16" O.C. (3) ROWS 16d 3-1/2" COMMON WIRE @ 12" O.C. (3) ROWS 1/2" BOLTS @ 24" O.C. (3) ROWS 1/2" BOLTS @ 12" O.C. 705 530 - 503 380 340 1010 760 680 ASSEMBLY A (2) PCS. @ 1-3/4"2"2"ASSEMBLY B (3) PCS. @ 1-3/4"2"2"ASSEMBLY C (4) PCS. @ 1-3/4"2"2"7" WIDE BEAMS SHOULD ONLY BE USED WHEN LOADS ARE APPLIED TO BOTH SIDES OF THE MEMBER (TO MINIMIZE ROTATION). MARK 1 2 3 4 PL 3/8 EA FACE, TYP SPACE BTWN PLATES SHALL EQUAL BM WIDTH +1/8" BACK PL 3/8, TYP BOT PL 3/8, TYP TYP 1/4TYP 1/4TYP3 3/4"3"1 1/4"1 1/2"3 1/2"TRIMMER(S)TRIMMER(S)3'-4" CONTINUE FLUSH HEADER TO TRIMMER(S) EACH SIDE OF OPENING ELEVATION PLAN LSL RIM OR CONT FLUSH HEADER AT PERP JOIST, PROVIDE JOIST HANGER PER 9/S601 11 7/8"3'-4" FLUSH HEADER Project number Date Drawn by MM JOB #: 15.0197.S.01PRINCIPAL/EOR: PDPROJECT MANAGER: KHDESIGNERS: JW/KHDATE PRINTED:FILE PATH:09/22/2015 C:\Proj\15.0197-994Ptarmigan-RS15_kevinh.rvt9/22/2015 3:37:55 PMS602 TYPICAL WOOD DETAILS M15.0197.S.01LOT 3 / 994 PTARMIGAN RDVAIL,COHughes Residence07.02.2015 KH NO SCALE1 TYP WOOD JOIST AT CONC WALL NO SCALE2 LVL BM TO POST CONN NO SCALE3 MULTIPLE-MEMBER CONNECTION NO SCALE4 TYP WOOD BEAM AT CONT COLUMN NO SCALE5 FLUSH HEADER No. Description Date PERMIT SET 07.02.2015 1 FND SET 09.22.2015