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HomeMy WebLinkAboutDOC-2018-Framing Plans -A. SCOPE OF WORK 1. PROPOSED NEW CONVENTIONAL UGHT-FRAMED WOOD CONSTRUCTION COMMERCIAL BUILDING THREE STORY MULTI FAMILY RESIDENTIAL STRICTURE, POST-TENTIONED CONCRETE PODIUM WITH FIRST FLOOR ON GRADE, BASEMENT LEVEL, CONTINUOUS WALL AND COLUMN FOOTINGS. B. DESIGN CRITERIA CODE INTERNATIONAL BUILDING CODE - 2015 EDITION ROOF (flat) ...................20 PSF REDUCIBLE (S") .................16 PSF REDUCIBLE FLOOR (main) ...............40 PSF REDUCIBLE (corridor/exits/stairs) ..100 PSF NON -REDUCIBLE BASIC WIND SPEED .............. 130 MPH. CATEGORY 2 SEISMIC DESIGN CRITERIA; SEISMIC RISK CATEGORY ..___..._.. = I SEISMIC IMPORTANCE ...................le = 1.0 SEISMIC ACCELERATIONS .............Ss = 109.3X, S1 = 43.3X SITE CLASS ............................ _-.... D SEISMIC DESIGN CATEGORY ..........A) RESISTING SYSTEM ...........LIGHT FRAMED WALLS WITH SHFAR PANELS DESIGN BASE SHEAR ............ ........ V = .119Wd RESPONSE COEFFICIENT ... ............ CS = 0.119 RESPONSE MODIFICATION ..._..._.-R - 6.5 ANALYSIS ...........EQUIVALENT LATERAL FORCE ANALYSIS C. GENERAL CONDITIONS 1. THE CONTRACTOR SHALL EXAMINE THE STRUCTURAL DRAWINGS AND SHALL NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES HE WAY FIND BEFORE PROCEEDING WITH THE WORK. 2. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND SITE CONDITIONS BEFORE STARTING WORK. THE ARCHITECT/ENGINEER SHALL IMMEDIATELY E NOTIFIED IN WRITING OF ANY DISCREPANCIES. THE CONTRACTOR SHALL ALSO IMMEDIATELY NOTIFY THE ARCHITECT AND THE STRUCTURAL ENGINEER OF ANY CONDITION WHICH IN HIS OPINION MIGHT ENDANGER THE STABILITY OF THE STRUCTURE OR CAUSE DISTRESS TO THE STRUCTURE 3. ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND THE STRUCTURAL ENGINEER BEFORE PROCEEDING WITH ANY WORK SO INVOLVED. 4. IN CASE OF CONFLICT, NOTES AND DETAILS OF THESE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE 'GENERAL NOTES' AND/OR 'STANDARD DETAILS'. 5. IF A SPECIFIC DETAIL IS NOT SHOWN FOR ANY PART OF THE WORK, THE CONSTRUCTION SHALL BE THE SAME AS FOR SIMILAR WORK. 6. WORKING DIMENSIONS SHALL NOT E SCALED FROM PLANS, SECTIONS, OR DETAILS ON THESE DRAWINGS. 7. THE CONTRACTOR SFW1 SUPERVISE AND DIRECT HIS WORK AND HE SHALL E SOLELY RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES AND PROCEDURES. PROVIDE ADEQUATE SHORING AND BRACING OF ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. B. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE LATEST EDITION OF THE UNIFORM BUILING CODE, 1997, AND ALL OTHER REGULATING AGENCIES EXERCISING AUTHORITY OVER ANY PORTION OF THE WORK. 9. SPECIFIC NOTES AND DETAILS SHALL TAKE PRECEDENCE OVER GENERAL NOTES AND TYPICAL DETAILS. WHERE THE NOTES, DRAWINGS, AND/OR SPECIFICATIONS DIFFER, THE MORE STRINGENT REQUIREMENT SHALL APPLY. 10. REFER TO THE ARCHITECTURAL DRAWINGS FOR INFORMATION NOT COVERED BY THESE GENERAL NOTES OR THE STRUCTURAL DRAWINGS. 11. NOTIFY ENGINEER OF ALL FIELD CHANGES PRIOR TO INSTALLATION. 12. DISCREPANCIES FOUND BETWEEN STRUCTURAL DRAWINGS AND OTHER DOCUMENTS ARE TO BE NOTED IN WRITING TO THE ENGINEER PRIOR TO CONSTRUCTION. 13. ALL CONSTRUCTION SHALL BE DONE WITH MATERIALS, METHODS, AND WORKMANSHIP ACCEPTED AS GOOD PRACTICE BY THE CONSTRUCTION INDUSTRY IN CONFORMANCE TO THE PROVISIONS OF THE 2015 EDITION OF THE 'INTERNATIONAL BUILDING CODE- (IBC), AND STANDARDS REFERENCED THEREIN. 14. PIPES, DUCTS, SLEEVES, OPENINGS, POCKETS, CASES, BLOCK -OUTS, ETC., SHALL NOT BE PLACED IN SLABS, FOUNDATIONS, ETC., NOR SHALL ANY STRUCTURAL MEMBER BE CUT FOR SUCH ITEMS, UNLESS SPECIFICALLY DETAILED ON THESE STRUCTURAL DRAWINGS. 15. CONSTRUCTION MATERIALS SHALL E SPREAD OUT WHEN PLACED ON FRAMED FLOORS OR ROOFS. THE CONSTRUCTION MATERIAL LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. PROVIDE ADEQUATE SHORING AND/OR BRACING WHERE STRUCTURE HAS NOT ATTAINED DESIGN STRENGTH D. FOUNDATION 1. SOIL DESIGN INFORMATION PER GEOTECHNICAL REPORT (SEE NOTE 2): DESIGN SOIL BEARING PRESSURES; D.L. + LL = 2,500 PSF D.L. + LL + SEISMIC = 3,325 PSF DESIGN SOIL PASSIVE BEARING PRESSURES; PER FOOT OF DEPTH = 250 PSF COEFFICIENT OF FRICTION ON SOIL = 0.3 EQUIVALENT FLUID PRESSURE (YEILDING WALLS) = 35 CONTRACTOR TO PROVIDE SITE GEOTECHNICAL SOIL BORINGS AND EVALUATION REPORT CONFIRMING SOIL BEARING AND DESIGN INFORMATION. 2. ALL SOIL COMPACTION AND SITE PREPARATION WORK SHALL BE PERFORMED PER RECOMMENDATIONS PER REPORT BY GEOTEST SERVICES, INC., PROJECT #18-0218 DATED MAY 7, 2018 AND SHALL COMPLY WITH THE LOCAL JURISDICTION AND CODES INDICATED HERON. 3. THE FINISH EXCAVATION FOR FOUNDATIONS SHALL BE NEAT AND TRUE TO LINE WITH ALL LOOSE MATERIAL AND STANDING WATER REMOVED BEFORE CONCRETE IS PLACED. 4. PRIOR TO THE PLACEMENT OF ANY CONCRETE, THE EXCAVATIONS SHALL BE INSPECTED AND APPROVED, IN WRITING, BY A REGISTERED CALL ENGINEER OR ENGINEERING GEOLOGIST. 5. A TESTING LAB SHALL SUBMIT COMPACTION REPORTS FOR ALL FILL TO THE ENGINEER PRIOR TO REQUESTING THE FOUNDATION INSPECTION NOTED IN NO- 4 ABOVE. 6. ALL SOIL AND FILL DIRT UNDER FOOTINGS OR SLABS SHALL BE COMPACTED TO AT LEAST 95% OF MAXIMUM DENSITY. E REINFORCED CONCRETE 1. CEMENT SHALL BE TYPE II PORTLAND CEMENT AND SHALL CONFORM TO ASTM C150. PROCEDURES FOR FORMWORK ERECTION, REINFORCING STEEL DETAILING AND PLACING, CONCRETE MIXING, PLACING, FINISHING, AND CURING SHALL CONFORM TO THE RESPECTIVE GOVERNING SECTION OF THE SPECIFICATIONS, ACI 318 'BUILDING CODE REQUIRE- MENTS FOR REINFORCED CONCRETE', ACI 301 'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS', AND SP-15 'FIELD REFERENCE MANUAL'. ALL CEMENT USED SHALL BE OF ONE MANUFACTURER FOR EACH DESIGN, LE, BEAMS, SLABS, COLUMNS, ETC. 2. AGGREGATES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ASTM C33. 3. ADMIXTURES FOR NORMAL WEIGHT CONCRETE SHALL CONFORM TO ACI 301, SECT 2.2 4. READY -MIX CONCRETE SHALL BE MIXED AND DELIVERED IN ACCORDANCE WITH ASTM C 5. CONCRETE SHALL COMPLY WITH THE FOLLOWING REQUIREMENTS: MINIMUM MAXIMUM STRENGTH MAXIMUM W/C AIR MAXIMUM LOCATION 028 DAYS AGGREGATE RATIO CONTENT SLUMP -WALL FOOTINGS 3000 PSI 1-1/2 IN 0.45 -- 4 IN FOUNDATIONS 3000 PSI 3/4 IN 0.40 3 X 4 IN REINFORCED SLABS 4000 PSI 1 IN 0.40 3 7 4 IN SLABS ON GRADE 4000 PSI 3/4 IN 0.40 3 % 4 IN GROUT 5000 PS CJID FLU 17-M PLOT DAM- E. REINFORCED CONCRETE (COrd'd) GENERAL STRUCTURAL NOTES 6. THE CONTRACTOR SWU1 SUBMIT Mix DESIGNS FOR EACH CLASS OF CONCRETE FOR REVIEW PRIOR TO CONSTRUCTION. MIX DESIGNS AND TESTS SHALL BE MADE BY AN APPROVED LABORATORY AND SUBMITTED TO THE RESIDENT OFFICER IN CHARGE OF CONSTRUCTION AND THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. 7. THE DESIGN MIXES FOR CONCRETE BEAMS AND SLABS SHALL LIMIT SHRINK- AGE TO 0.045% PER ASTM C157 BY USING LOW WATER CEMENT RATIO AND APPROVED ADMIXTURES. SLABS SHALL BE KEPT MOIST BY PONDING, CONT- INUOUS SPRINKLING, OR USE OF AN APPROVED CURING COMPOUND. 8. ADMIXTURES MAY BE USED WITH PRIOR APPROVAL OF THE ENGINEER. ADMIXTURES SHALL COMPLY WITH ASTM A494 AND BE OF A TYPE THAT INCREASES THE WORKABILITY OF THE CONCRETE, BUT SHALL NOT E CONSIDERED TO REDUCE THE SPECIFIED MINIMUM CEMENT CONTENT F. SHORING AND BRACING 1. THE ENGINEER HAS NOT DESIGNED FOR ERECTION STRESSES OR PROCEDURE, 2. THE APPROVAL OF THE ENGINEER IS FOR COMPLETED STRUCTURES ONLY. 2. TEMPORARY BRACING: L THE CONTRACTOR SWILL E RESPONSIBLE FOR DESIGN AND CONSTRUCTION OF ALL BRACING, SHORING, RESHORING AND ERECTION PROTECTION OF ALL WORK. 1 3. THE CONTRACTOR SFWl SUBMIT COMPLETE SHORING AND BRACING SHOP DRAWINGS, INCLUDING DESIGN CALCULATIONS, PREPARED AND SIGNED BY A M PROFESSIONAL ENGINEER TO THE RESIDENT OFFICER IN CHARGE OF CONSTRUCTION AND THE ENGINEER. SHOP DRAWINGS AND CALCULATIONS FOR FORMS AND SUPPORT OF ELEVATED SLAB SURFACES. 1. 4. CONSTRUCTION SUPPORTING FORMS FOR CAST IN PLACE CONCRETE SHALL NOT BE REMOVED UNTIL CONCRETE HAS HARDENED SUFFICIENTLY TO PERMIT THEIR SAFE REMOVAL UNLESS OTHERWISE APPROVED, THESE FORMS SHALL REMAIN UNDISTURBED FOR THE FOLLOWING MINIMUM TIME PERIODS: FORMS SUPPORTING VERTICAL SURFACES 24 HOURS FORMS SUPPORTING SLABS 7 DAYS G. DIMENSIONAL LUMBER 1. MEET REQUIREMENTS OF PS 20-70 AND NATIONAL GRADING RULES FOR SOFTWOOD DIMENSIONAL LUMBER. BEAR STAMP OF WWPA. 2. MINIMUM DIMENSIONAL LUMBER GRADES TO E (KILN DRIED, M/C 19% MAX): WALL STUDS: 2x OR 3x OF 12 WALL PLATES: 2x OF /2 JOISTS: 26 OF #1 GRADE 2x8 AND UP DF #2 BEAMS, HEADERS: 6x DF)f2; 4x DF#2, WWPA GRADING. POSTS: 4x, 6x, OF /1. LUMBER NOT NOTED TO BE HF /2. 3. PROVIDE STANDARD CUT WASHERS FOR BOLT HEADS AND NUTS BEARING AGAINST WOOD. 4. ALL SILLS OR PLATES RESTING ON CONCRETE OR MASONRY, WHICH IS IN CONTACT WITH OR RESTING ON FOUNDATIONS, SHALL EE PRESSURE TREATED DOUGLAS FIR PLATES SFW1 HAVE MINIMUM 3/4.0 ANCHOR BOLTS EMBEDED 7- PLACE MAXIMUM 9- FROM THE END OF A PLATE AND SPACED AT INTERVALS SHOWN IN DETAILS DR MAXIMUM 48' O.C. SPACING. 5. BOLTS IN WOOD SHALL NOT BE LESS THAN 7 DIAMETERS FROM THE END AND 4 DIAMETERS FROM THE EDGE OF THE MEMBER. 6. NAILS: COMMON WIRE NAILS ASTM F1667. NAILING IN ACCORDANCE WITH IBC TABLE 2304.9.1 FASTENING SCHEDULE, UNLESS NOTED OTHERWISE 7. FRAMING ANCHORS, POST CAPS, BASES, HANGERS, STRAPS, ETC., SHALL BE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY OR ENGINEER APPROVED EQUAL CONNECTING HARDWARE SHALL E INSTALLED PER THE MANUFACTURER RECOMMENDATIONS. FILL ALL NAIL OR SCREW HOLES WITH THE FASTENER TYPE (DIAMETER AND LENGTH). 8. LAG SCREWS OR BOLTS SHALL BE PREDRILLED EQUAL TO 607 OF SCREW DIAMETER AND INSTALLED BY TURNING. SOAP LUBRICATION IS ACCEPTABLE DO NOT SPLIT WOOD MEMBERS. a.) NAILING SCHEDULE -Sheathing a. COMMON OR BOX NAILS ARE PERMITTED TO E USED EXCEPT WHERE OTHERWISE STATED. b. NAILS SPACED AT 6 INCHES ON CENTER AT EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS EXCEPT 6 INCHES AT SUPPORTS WHERE SPANS ARE 48 INCHES OR MORE. FOR NAILING OF WOOD STRUCTURAL PANEL AND PARIK:L BDARD DIAPHRAGMS AND SHEAR WALLS, REFER TO SECTION 2305. NAYS FOR WALL SHEATHING ARE PERMITTED TO BE COMMON, BOX OR CASING c. COMMON OR DEFORMED SHANK (6D-2' X 0.113% BD-2 1/2- X 0.13f; 1OD-3' X 0.14n. d. COMMON (6D-2- X 0.11E - BD-2 1/2- X 0.131% 101)-3" X 0118') , e. DEFORMED SHANK (6D-2' X 0.1130, 8D-2 1/2' X 0131-; 10D-3' X 0.1481 . f. CORROSION -RESISTANT SIDING (6D-1 7/8- X 0.106'; 8D-2 1/2 X 0.1281 OR CASING (6D-2- X 0.099% 8D-2 1/2- X 0.1131 NAIL g. FASTENERS SPACED 3 INCHES ON CENTER AT EXTERIOR EDGES AND 6 INCHES ON CENTER AT INTERMEDIATE SUPPORTS, WHEN USED AS STRUCTURAL SHEATHING. SPACING SHALL BE 6 INCHES ON CENTER ON THE EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS FOR NONSTRUCTURAL APPLICATIONS. h. CORROSION -RESISTANT ROOFING NAILS WITH 7/16 INCH DIAMETER HEAD AND 1 1/2 INCH LENGTH FOR 3/8 INCH SHEATHING AND 1 3/4-INCH LENGTH FOR 15/32 INCH SHEATHING. i. CORROSION -RESISTANT STAPLES WITH NOMINAL 7/16 INCH CROWN OR IINCH CROWN AND 1 1/4 INCH LENGTH FOR 3/8 INCH SHEATHING AND 1 1/2 INCH LENGTH FOR 15/32-INCH SHEATHING. PANEL SUPPORTS AT 16 INCHES (20 INCHES IF STRENGTH AXIS N THE LONG DIRECTION OF THE PANEL, UNLESS OTHERWISE MARKED). j. CASING (1 1/2' X 0.080' OR FINISH (1 1/2- X 0.072� NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS. k. PANEL SUPPORTS AT 24 INCHES. CASING OR FINISH NAILS SPACED 6 INCHES ON PANEL EDGES, 12 INCHES AT INTERMEDIATE SUPPORTS. I. FOR ROOF SHEATHING APPLICATIONS, ED NAILS (2 1/2- X 0.1131 ARE THE MINIMUM REQUIRED FOR WOOD STRUCTURAL PANELS. m. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16 INCH. n. FOR ROOF SHEATHING APPLICATIONS, FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS. o. FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, B INCHES AT INTERMEDIATE SUPPORTS FOR SUBFLOOR AND WALL SHEATHING AND 3 INCHES ON CENTER AT EDGES, 6 INCHES AT INTERMEDIATE SUPPORTS FOR ROOF SHEATHING. p. FASTENERS SPACED 4 INCHES ON CENTER AT EDGES, 8 INCHES AT INTERMEDIATE SUPPORTS. A) NAILING CCH U F-dimensional lum r 1. CEILING JOISTS, LAPS OVER PARTITIONS: 3 - 16D COMMON (3 1/ 2- X 0.162� MINIMUM FACE NAIL (SEE SECTION 2308.1004.1, TABLE 2308.1004.1) 4 - 3- X 0.131' NAILS 4 - 3. 14 GAGE STAPLES 2. CEILING JOISTS TO PARALLEL RAFTERS: 3 - 16D COMMON (3 1/ 2- X 0.1621 MINIMUM FACE NAIL (SEE SECTION 2308.1004.1. TABLE 230B.1004.1) 4 - 3- X 0.131' WAYS 4 - 3' 14 GAGE STAPLES 3. RAFTER TO PLATE: 3 - BD COMMON (2 1/ 2- X 0.131� (SEE SECTION 2308.10.1, TABLE 2308.10.1) 3 - 3' X 0.131- NAYS TOENAIL 3 - 3. 14 CAGE STAPLES 4. 1' X 8' SHEATHING TO EACH BEARING: 3 - SD COMMON (2 1/ 2- X 0.1311 FACE NAIL 5. WIDER THAN 1' X 8' SHEATHING TO EACH BEARING: 3 - 8D COMMON (2 1/ 2- X 0.131� FACE NAIL 6. BUILT-UP CORNER STUDS: 16D COMMON (3 1/ 2- X 0.1621 24' O.C. 3' X 0.131' NAILS 16. O.C. 3' 14 GAGE STAPLES 16' O.C. 7. JOIST TO BAND JOIST: 3 - 16D COMMON (3 1/ 2- X 0.1621 4 - 3' X 0.131' NAILS FACE NAIL 4 - 3' 14 GAGE STAPLES 8. LEDGER STRIP: 94 3 - 160 COMMON (3 1/2- X 0.1621 4 - 3' X 0.131' NAILS FACE NAIL AT EACH JOIST 4 - 3' 14 GAGE STAPLES 9. WOOD STRUCTURAL PANELS AND PATTICLE80AIRD: SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING} 1/2' AND LESS: 60 (2 3/ 8' X 0.1131 NAILS 1 3/4. 16 GAGE 19/32' TO 3/4-: BD OR 6D (2 3/ 8- X 0.1131 NAILS 2' 16 GAGE 7/8- 70 17: 8D 1 1/8' TO 1 1/4-: IOD OR 8D 10. PANEL SIDING (TO FRAMING): 1/2' OR LESS: 6D 5/8': ED 11. INTERIOR PANEUNG: 1/4': 6D 3/8': 8D Y SIMPSON STRONG -TIE COMPANY OR ENGINEER APPROVED EQWL L FRAMING ANCHORS, POST CAPS, BASES, HANGS, STRAPS,EC., ALL BE AS MANUFACTURED GLU-LAMINATED TIMBER GLU-LAMINATED WOOD BEAMS, DOUGLAS FIRCOAST REGION, KILN DRIED. AM SPECIFICATION 24F-V4 FOR SIMPLE SPANS, AND 24F-VB FOR CAWLEVEB-SPANS (Fb = 2400 PSI TENSION, TYPICAL). PROVIDE ARC STAID ON TIMBER AND SUBMIT CERTIFICATE TO ARCHITECT AND ENGINEER' MATERIALS MUST E OBTAINED FROM AN AITC APPROVED FABRICATOR. ALL GLU-LAM BEAMS SWILL FR SNUG AND TIGHT IN THEIR CONNECTIONS AND DEVELOP FULL BEARRING AS INDICATED. NO SUBSTITUTION OF OTHER SPECIES. GLU-LAM ADHESIVE TO BE 1WET- USE' TYPE PROVIDE 2000 FT RADIUS CAMBER, U.N.O. MANUFACTURER'S CERTIFICATE SWILL E PREMED TO THE BUILDING INSPECTOR PRIOR TO INSTALLATION. LAMINATED VENEER LUMBER (LVL) 1.8E WS 111CROUAM LVL BY TRUS JOIST MA411111µ OR APPROVED ALTERNATE. PROVIDE ICBO REPORTS SHOWING PRODUCT DESCRIPTIONS. PARALLEL STRAND LUMBER (PSL) 2.1E-3100F WS PARAUAm PSL BY TRUS JOIST MACMILLAN OR APPROVED ALTERNATE PROVIDE ICBO REPORTS SHOWING PRODUCT DESCRIPTIONS. -7ABLF 23 Rld FASTENING SCHEMA F µIT LOCATION I. JOIST TO SILL OR GIRDER: 3 - 8D COMMON (2 1/ 2' X 0.131' 3 - 3' X 0.131' NAILS TOENAIL. 3 - 3' 14 GAGE STAPLES 2. BRIDGING TO JOIST- 2 - BD COMMON (2 1/ 2- X 0.1311 2 - 3- X 0.131' WAYS TOENAIL EACH END 2 - 3- 14 CAGE STAPLES 3. SOLE PLATE TO JOIST OR BLOCKft: 16D (3 1/ 2- X 0.1351 AT 16' O.C. 3- X 0.131' NAILS AT 8' O.C. TYPICAL FACE NAIL 3' 14 GAGE STAPLES AT 12' O.C. (NOTE HEAVIER NAILING AT SNEARWMLLS-SEE SCHEDULE/PLAN) 4. TOP PLATE TO STUD: 2 - 16D COMMON (3 1/ 2- X 0.1621 3 - 3' X 0.131- NAILS END NAIL 3 - 3' 14 GAGE STAPLES 5. STUD TO SALE PLATE 4 - 8D COMMON (2 1/ 2- X 0.131' 4 - 3' X 0.131' NAILS TOENAIL 3 - 3. 14 GAGE STAPLES 2 - 16D COMMON (31/ 2- X 0.1621 3 - 3' X 0.131' NAYS END NAIL 3 - 3' 14 GAGE STAPLES 6. DOUBLE STUDS: 16D (31/ 2- X 0.1351 AT 24. O.C. 3' X 0.131' NAIL AT B' O.C. FACE NAIL 3' 14 GAGE STAPLE AT 8' O.C. 7. DOUBLE TOP PLATES: 16D (3 I/ 2' X 0.1351 AT 16* O.C, 3' X 0.131' NAIL AT 12' O.C. TYPICAL FACE NAIL 3' 14 GAGE STAPLE AT 12' O.C. DOUBLE TOP PLATES LAP SPACE 8 - 16D COMMON (3 1/ 2- X 0.162� 12 - 3' X 0.131' NAILS LAP SPLICE 12 - 3' 14 GAGE STAPLES 8. BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PUTS 3 - 8D COMMON (2 1/ 2- X 0.1311 3 - 3' X 0.131' NAILS TOENAIL 3 - 3' 14 GAGE STAPLES 9. RIM JOIST TO TOP PLATE-- 8D (2 1/ 2- X 0.131-) AT 6- D.C. 3' X 0.131' NAIL AT 6' O.C. TOENAIL 3' 14 GAGE STAPLE AT 6' O.C. 10. TOP PLATES, LAPS AND INTERSECTIONS: 2 - 16D COMMON (3 1/ 2- X 0.1621 3 - 3' X 0.131' NAILS FACE NAIL 3 - 3' 14 GAGE STAPLES 11. CONTINUOUS HEADER, TWO PIECES: 160 COMMON (3 1/ 2- X 0.1621 16' O.C. ALONG EDGE 12. CEILING JOISTS TO PLATE 3 - 8D COMMON (2 1/ 2- X 0.1311 5 - 3' X 0.131' WADS TOENAIL 5 - 3' 14 GAGE STAPLES 13. CONTINUOUS HEADER TO STUD: 4 - BD COMMON (2 1/ 2- X 0.1311 TOENAIL O)STTENSIONED CONCRETE 1. THE CONTRACTOR SHALL TAKE PRECAUTIONS TO INSURE THAT MIX DESIGNS, CURING PROCEDURES AND PLACING METHODS WILL MINIMIZE SHRINKAGE CRACKING. COMPLETED SLABS (AFTER STRESSING) WHICH APPEAR TO HAVE A LARGE NUMBER OF CRACKS WILL REQUIRE REPAIR. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFICATION OF THE POST -TENSIONING ENGINEER FOR REVIEW OF UNUSUAL AMOUNTS OF CRACKING WHERE REPAIRS ARE REQUIRED TO MAINTAIN THE INTEGRITY OF THE SLAB, THE CONTRACTOR SHALL RETAIN THE POST -TENSIONING ENGINEER TO PROVIDE REPAIR DETAILS. CONCRETE SFW1 PRODUCE OF MINIMUM STRENGTH OF 4000 PSI AT 28 DAYS. MAXIMUM SIZE OF AGGREGATE SHALL BE 1 INCH PER ASTM C57 OR C33. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE II. CONCRETE MIXES SHALL BE DESIGNED BY A CERTIFIED INDEPENDENT LABORATORY AND APPROVED BY THE ENGINEER. 3. CONCRETE PLACEMENT SHALL BE IN ACCORDANCE WTIN RECOMMENDATIONS IN ACI 614, ACI 301, AND ACI 318. MECHANICALLY VIBRATE CONCRETE ONLY AROUND POST - TENSIONING ANCHORS AND UNDER FLOOR MISTS, ETC. REMOVE 2. ALL DEBRIS FROM FORMS BEFORE POURING. CONCRETE PLACEMENT SLUMP SWILL BE 6 INCHES MAXIMUM. 4. WHEN PLACING CONCRETE, DO NOT ALLOW CONCRETE TO DROP SUCH THAT FILL MATERIAL IS MIXED WITH CONCRETE OR THAT CABLE SUPPORTS ARE DISTURBED. A CREW MEMBER SHALL FOLLOW THE CONCRETE PLACING WITH A HOOKED BAR TO INSURE THAT TENDON SUPPORTS ARE UPRIGHT IN THE WET CONCRETE AND THAT CABLES ARE ELEVATED TO MID -DEPTH AT TIME OF CONCRETE PLACEMENT. 5. SEAL TOP OF SLAB WITH CURING COMPOUND AS RECOMMENDED BY MANUFACTURER. CARE SHOULD E TAKEN DURING HOT AND WINDY WEATHER TO PROTECT CONCRETE FROM DRYING. FOLLOW INSTRUCTIONS OF ACI 305 & 306. 6. VERIFICATION OF CONCRETE STRENGTH PRIOR TO STRESSING TO E OBTAINED BY CYLINDER TEST. EKSMESSING 2 1. PRESTRESSING STEEL- SHALL E SEVEN -WIRE LOW RELAXATION STRAND IN ACCORDANCE WITH ASTM A416, GRADE 270 KSI, WITH A GUARANTEED ULTIMATE TENSILE STRENGTH OF 41.3 KPS. ALL MATERIAL SHALL E CLEAN AND FREE FROM CORROSION. NOMINAL DIAMETER 1/2 INCH NOMINAL AREA .153 SO. INCHES MAXIMUM TEMPORARY JACKING FORCE 33 KIPS ANCHORAGE FORCE 28.9 KIPS FINAL EFFECTIVE FORCE 26.8 KIPS 2. FABRICATION AND MANUFACTURE OF THE UNBONDED SYSTEM SHAD. BE IN ACCORDANCE WITH THE GUIDE SPECIFICATIONS AS OUTLINED BY THE POST -TENSIONING INSTITUTE. 3. STRAND IS COATED WITH A RUST PREVENTIVE GREASE AND ENCLOSED IN A SEAMLESS MASTIC SHEATHING (TENDON). TORN OR DAMAGED SHEATHING SHALL E PATCHED BEFORE CONCRETE POURING. SMALL TEARS LESS THAN 6 INCHES IN LENGTH NEED NOT BE PATCHED. 4. ANCHORAGE SMEAR E MONOSTRAND TYPE ANCHOR SYSTEM WITH CURRENT ICBO APPROVAL USING A DUCTILE IRON CASTING OF AT LEAST 2.25 INCHES BY 5.0 INCHES OF BEARING. REUSABLE POCKET - FORMERS ARE TO E USED ON ALL STRESSING ENDS. THE POCKET - FORMED SFW1 PROVIDE ADEQUATE CONCRETE COVERAGE FOR THE ANCHOR AS REQUIRED. DIPPING POCKET -FORMERS IN OE OR OTHER MATERIALS, FOR EASE OF REMOVAL, IS ACCEPTABLE ALL DEAD END ANCHORAGES SHALL E SHOP FABRICATED. PRESEATED WEDGES. N. ADDITIONAL FRAMING NOTES - ENGIEERED I -JOISTS AND OPEN -WEB WOOD CHORD JOISTS (OWGYS): INSTALL PER N1 MANUFACTURER'S RECOMMENDATIONS, INCLUDING BRIDGING, BLOCKING, OWMION BRACING WEB MFFDERS, OR OTHER PROVISIONS NOTED ON THE SHOP DRAWINGS. WHERE A SPECIFIC PRODUCT WAS BEEN NOTED ON THE PLANS OR DETAILS. PRODUCT SUBSTITUTIONS SHALL PROVIDE EQUIVALENT STRENGTH AND STIFFNESS, AND SHALL BE APPROVED BY THE ENGINEER OF RECORD. WHERE ONLY THE DEPTH OF THE JOIST HAS BEEN INDICATED BUT NUT A SPECIFIC PRODUCT, DESIGN SHALL BE BY AN ENGINEER REGISTERED N THE STATE OF WASHINGTON, AND SHALL BE DESIGNED FOR ALL LOADS INDICATED N THESE DRAWINGS. FLOOR LIVE LOAD DERECTDN SHALL NOT EXCEED UBOO NOR j INCH. FLOOR TONAL LOAD DEFLECTION SHALL NOT EXCEED U360. ROOF SHOW OR LIVE LOAD DEFLECTION BALL NOT EXCEED U360, NOR 1'. ROOF TOTAL LOAD DEFLECTION SHALL NDT EXCEED U240. SEE SUBMITTAL REQUIREMENTS ABOVE CAMBER ALL OWJ'S PER MANUFACTURER'S RECOMMENDATIONS. - POSTS: UNLESS NOTED OTHERWISE, PROVIDE SIMPSON BE OR AC CAPS AT ALL POST TO BEAM AND POST lR1 BFAY (BE1DW) CONNECTDNS. AT POST TO CONCRETE PROVIDE SMPSON ABU OR CB POST BASES. POSTS N WALLS MAY BEAR ON THE S&L WITHOUT CONNECTION HARDWARE, PER TYPICAL DETAILS. - SHEATHING: PLACE ROOF AND FLOOR SHEATHING WITH FACE GRAN ORIENTED IN THE DIRECTION OF SPAN. OFFSET ADJACENT ROWS OF SHEATHING PANELS BY 24' MINIMUM, WITH ALL PANEL ENDS BEARING ON JOISTS, BEAMS, OR WALL& PLACE CANTS OR CRICKETS OVER CONTINUOUS BASIC ROOF SHEATHING WITH DRILLED VENT HOLES PER THE ARCHITECT. INSTALL WALL SHEATHING IN EITHER THE HORIZONTAL OR UP -RIGHT ORIENTATION. ADJUST ALL SHEATHING LAYOUTS SO THAT NO PANEL IS LESS THAN 16' LONG. ALL SHEATHING SHALL BE APA RATED, TYPE AS FOLLOWS: MIN. NNUNG (COMMON NAILS) 'MIN. NAILING' ABOVE SHALL APPLY AT ALL LOCATIONS, EXCEPT WHERE LARGER NAILS OR SMALLER SPACING ARE REQUIRED BY MANS OR DETAILS. SHEARWALL NAILING IS SHOWN BY SCHEDULE ON THE PLANS. WHERE 'BQUNUARy FASTENING' (BF) IS REFERENCED IN THESE DRAWNGS. PANEL EDGE VALES PER THE ABOVE SCHEDULE SHALL APPLY. BLOCKING FOR EDGES SHALL BE 2X4 FIAT, MINIMUM, UNLESS A GREATER SIZE IS REQUIRED TO AVOID SPLITTING. - THE FOLLOWING MEMBERS SHALL BE PRESSURE TREATED IN ACCORDANCE WITH THE FOLLOWING GUIDELINES, IN ADDITION TO ANY SUCH MEMBERS NOTED IN THE PLANS OR DETAILS. MINIMUM TREATMENT RETENTION SHALL BE AS RECOMMENDED BY AWPA FOR THE 'USE CATEGORY' APPROPRIATE TO EACH APPLICATION. APPLICATION TREATMENT REF. SPEC. LUMBER EXPOSED TO EXTERIOR OR WITHIN 8' OF SOIL AWPA C2 LUMBER DIRECTLY AGAINST CONCRETE OR MASONRY (EXCEPT INTERIOR WALLS PROTECTED FROM WEATHER) AWPA C31 - BORATE -TREATED LUMBER IS ACCEPTABLE IN LOCATIONS WHERE PROTECTED FROM RAINFALL OR OTHER POTENTIAL REPEATED MOISTURE, SUCH AS SILL PLATES IN AN ENCLDSED WALL CAVITY AND INTERIOR LEDGERS. - FIELD TREAT ALL CUTS, ENDS, AND HOES N PRESSURE TREATED LUMBER WITH COPPER NAPHIHETATE APPUED PER MANUFACTURER'S RECOMMENDATIONS. - ALL STEEL COMPONENTS, HARDWARE, OR FASMUS FOR WOOD FRAMING MEMBERS EXPOSED TO MOISTURE, HIGH HUMIDITY, OR N CONTACT WITH PRESSURE TREATED LUMBER SHALL E HDT-DP GALVANIZED PER ASN A 153. LIGHT GAGE CONNECTORS SHALL E GALVANIZED PER ASTM AS53, G785 MINIMUM (SIMPSON 'Z-MIX' OR APPROVED EQUAL). THE ABOVE DESCRIBED GALVANZNG REQUIREMENTS SPEGFIALLY INCLUDE, BAIT ARE NOT LINED T0: NAILS, SCREWS, BOTTS, WASHERS, NUTS, ANCHOR BOLTS, THREADED RODS, CAST -IN -PUCE AND POST -INSTALLED ANCHORS, SIMPSON HARDWARE, AND W L MENTS. (EXCEPTDN: NOT REQUIRED FOR SBX/DOT BORATE -TREATED WOOD PROTECTED FROM WEATHER) roll., TENDON PLACEMENT 1. REFER TO THE PLANS AND OR THE TENDON PLACEMENT FOR THE LOCATION OF EACH TENDON. TENDON PLACING SEQUENCE 1. UNROLL TENDON COIL STARTING AT THE DEAD END FIRST. AT THE STRESSING END PASS THE TENDON THROUGH THE ANCHOR AND POCKET FORMER, REMOVING THE PLASTIC SHEATHING WITHIN 1 INCHE OF THE BACK OF THE ANCHOR. SECURE THE DEAD ENDS AT STRESSING ENDS WITH NAILS. E SURE TO PROVIDE THE PROPER CONCRETE COVERAGE AT THE DEAD END. 2. SECURE ALL TENDONS AT EACH INTERSECTION WITH THE APPROPRIATE CHAIR OR DOOBIE BLOCKS. PLASTIC CHARS WHICH PROVIDE SADDLE OR SIDE CUPS FOR THE TENDONS NEED ONLY E TIED AT EVERT' THIRD TENDON INTERSECTION. D00131E BLOCK OR OTHER CHAIRS WHICH ALLOW TENDONS TO MOVE LATERALLY SHALL E TIED AT EACH TENDON INTERSECTION. TIE ALL TENDON INTERSECTION AT THE PERIMETER OF THE SLAB. 3. PLACEMENT OF MILD STEEL REINFORCEMENT SHALL BE COORDINATED WITH THE PLACEMENT OF POST -TENSIONING TENDONS. PROPER TENDON PLACEMENT HAS PRIORITY. 4. IT IS THE RESPONSIBILITY OF THE CONCRETE CONTRACTOR TO EXERCISE CARE NOT TO DISTURB THE LOCATIONS OF THE TENDONS DURING CONCRETE PLACEMENT. TENDONS DISPLACED DURING CONCRETE PLACEMENT SWILL E RESTORED TO PRESCRIBED LOCATION LOCATION PRIOR TO CONCRETE SET. TENDON STRESSIN 1. ALL TENDON STRESSING OPERATIONS MUST E PERFORMED UNDER THE IMMEDIATE CONTROL OF PERSON EXPERIENCED IN POST - TENSIONING STRESSING OPERATIONS. THE PERSON IN CONTROL SHALL MAINTAIN STRICT SAFETY PRECAUTIONS AND A RIGID CONTROL OF GAUGE PRESSURE READING AND ELONGATION MEASUREMENTS. 2. TENDON STRESSING MAY PROCEED WHEN THE CONCRETE STRENGTH OBTAINS 3000 PSI. SEE INSPECTION SECTION (NOTES B ) FOR CONCRETE TESTING REQUIREMENTS. 3. ALL TENDONS SHALL E STRESSED BY MEANS OF A HYDRAULIC JACK, EQUIPPED WITH A CALIBRATED PRESSURE GAUGE EACH JACK SHALL BE ACCOMPA NIED BY A CURRENT CALIBRATION CHART. IF THE MEASURED ELONGATION DOES NOT CORRESPOND TO THE CALCULATED ELONGATION BY PLUS OR MINUS 7 PERCENT, REPORT DISCREPANCIES TO THE ENGINEER BEFORE CUTTING. THE STRESSING ENDS ON TENDONS 25 FEET IN LENGTH OR LESS, GAUGE PRESSURE GOVERNS OVER ELONGATION. 4. STRESS TENDONS TO 80% OF ULTIMATE CAPACITY, LE 33 KIPS (SEE RAM CALIBRATION CURVE FOR GAUGE PRESSURE). SEAT WEDGES IN THE ANCHORAGE USING THE HYDRAULIC DEVICE BUILT INTO THE RAM. MEASURE AND RECORD FINAL ELONGATION. 5. TAKE SAFETY PRECAUTIONS AS NECESSARY, DO NOT STAND BEHIND THE JACK WHILE STRESSING TENDONS. 6. AFTER STRESSING IS COMPLETED AND ELONGATIONS VERIFIED, TENDONS SHALL E CUT OFF WITHIN 3/4- FROM SLAB EDGE 7. AFTER TENDONS HAVE BEEN CUT OFF THE CONTRACTOR SHALL PROPERLY SEAL EXPOSED ANCHORAGE BLOCKOUTS. IT IS RECOMMENDED THAT A NON- METALLIC EPDXY MIX E USED FOR THIS PURPOSE. CONCRETE CRACKING: 1. CONTRACTOR SHALL PROVIDE A BUDGET FOR CRACK MITIGATION AT A RATE OF 0.009 LINEAR FEET PER SQUARE FEET OF SLAB FOR A PERIOD OF TWO YEARS AREAS CIAL INSPECTION: J' `FQUENCY VLL COMMENTS: CONTINUOUS PERIODIC SOILS I E MATERIALS BELOW FOOTINGS X X PRIOR TO PLACEMENT OF CONCRETE TEND TO PROPER DEPTH AND MATERIALS X X PRIOR TO PLACEMENT OF COMPACTED FILL & CONCRETE AND TESTING OF FILL MATERIALS X X CHECK CLASSIFICATION AND GRADATIONS AT EACH LIFT, BUT NOT LESS THAN ONCE FOR EACH 10,000 SO. FT. OF SURFACE AREA VERIFY PROPERLY PREPARED SITE AND SUBGRADE X X PRIOR TO PLACEMENT OF CONCRETE VERIFY PROPER FILL MATERIALS, LIFT THICKNESSES AND IN -PLACE DENSITIES X X CONCRETE CONSTRUCTION (IBC 1705.3) REINFORCING STEEL PLACEMENT X X VERIFY SIZE, CLEARANCES, SPLICES AND PROARIEMUIREM EMBEDDED BOLTS OR PLATES x x VERIFY REQUIRED DESIGN MIX X X VERIFY MIX DESIGN MEETS STRENGTH AND EX LISTED ON APPROVED PLANS. CONCRETE PLACEMENT/SAMPUNG X X INCLUDES SAMPLING FOR AIR, SLUMP, STRENGTH AND TEMPERATUR TECHNIQUES.INSPECT FORMWORK X X VERIFY SWIPE, LOCATION AND MEMBER DIMENSIONS. POST -INSTALLED ANCHORS X X N ACCORDANCE WITH APPROVED ICC-ES REPORT. PERIODIC INSPECTIONS ALLOWED IF STATED N ES REPORT. FABRICATORS (IBC 1704.2.5) X I X I IF FABRICATOR IS APPROVED, ON -SITE INSPECTION IS NOT REQUIRED, BUT A CERTIFICATE OF COMPLETION MUST E PROVE TO THE BUILDING OFFICIAL OBC 1704.2.5.2. SPECIAL INSPECTIONS 1. SPECIAL INSPECTION IN CONFORMING SECTION 1704 OF THE ROTS EDITION OF THE INTERNATIONAL BUILDING CODE F(IBC IS REQUIRED FOR THE FOLLOWING WORK: (A). WELDING: ALL STRUCTURAL WELDING, INCLUDING WELDING OF REINF. STEEL. EXCEPT WELDING PERFORMED IN AN APPROVED FABRICATOR'S SHOP. THE APPROVED FABRICATOR MUST SUBMIT A CERTIFICATE OF COMPLIANCE IN ACCORDANCE WITH IBC SECTION 1704 TO THE ARCHITECT. 2. THE FOLLOWING REQUIREMENTS SHALL BE MET FOR SPECIAL INSPECTION: (A). THE SPECIAL INSPECTOR SHALL BE UNDER THE SUPERVISION OF A REGISTERED PROFESSIONAL ENGINEER. (B). THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK ASSIGNED FOR CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS AND THE SPECIFICATIONS. (C). THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE THE ARCHITECT, AND OTHER DESIGNATED PERSONS. ALL DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. (D). THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT SIGNED BY THE ENGINEER SUPERVISING THE WORK, STATING WHETHER THE WORK REQUIRING SPECIAL INSPECTION WAS IN CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE 2015 IBC. INSPECTIONS 1. REFERENCE STANDARDS: 2015 IBC 1700, TABLE 1704. INSPECTIONS ARE TO E PERFORMED BY AN INDEPENDENT TESTING LAB APPROVED BY THE BUILDING OFFICIAL 2. SOIL VERIFY SUBGRADE IS DRY AND DENSE PRIOR TO POURING FOOTINGS. VERIFY SUBGRADE PREPARATION IS CONSISTENT WITH SOILS REPORT. 3. CONCRETE: TAKE CONCRETE CYLINDERS AS REQUIRED. VERIFY SLUMP AND STRENGTH. 4. REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH APPROVED SHOP DRAWINGS. C14ECK RECOVER, SIZE AND 5. WOOD: DIAPHRAGM NAILING, BLOCKING,RHOLD-(DOWNS RED AND CONNECTION HAREDWARE 1705.11.2 STRUCTURAL WOOD. CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING FIELD GLUING OPERATIONS OF ELEMENTS OF THE SEISMIC FORCE -RESISTING SYSTEM. PERIODIC SPECIAL INSPECTION IS REQUIRED FOR NAILING, BOLTING, ANCHORING AND OTHER FASTENING OF COMPONENTS WITHIN THE SEISMIC FORCE -RESISTING SYSTEM, INCLUDING WOOD SHEAR WALLS, WOOD DIAPHRAGMS, DRAG STRUTS. BRACES. SHEAR PANELS AND HOLD-DOWNS. EXCEPTION: SPECIAL INSPECTION IS NOT REQUIRED FOR WOOD SHEAR WALLS. SHEAR PANELS AND DIAPHRAGMS, INCLUDING NAIUNG, BOLTING, ANCHORING AND OTHER FASTENING TO OTHER COMPONENTS OF THE SEISMIC FORCE -RESISTING SYSTEM, WHERE THE FASTENER SPACING OF THE SHEATHING IS MORE THAN 4 INCHES ON CENTER (O.C.). 6. WELDING; PROVIDE INSPECTION IN ACCORDANCE WITH 2O15 IBC SECTION 1700 TABLE 1704.4. 7. PERIODIC AND FINAL INSPECTION REPORTS: INSPECTOR TO OBSERVE AND PROVIDE REPORTS ON DIAPHRAGMS, NAILING, ETC., AND COMPLIANCE WITH APPROVED DRAWINGS AND APPLICABLE CODES. 8. SPECIAL INSPECTIONS: SPECIAL INSPECTIONS REQUIRED BY CODE ARE TO BE PERFORMED BY OTHERS AND PAID FOR UNDER SEPARATE CONTRACT. ALL OTHERS INSPECTIONS SHALL E PERFORMED BY OTHERS BUT PAID FOR BY THE GENERAL CONTRACTOR. SPECIAL INSPECTIONS REQUIRED ARE -- A. CONCRETE B. BOLTS INSTALLED IN CONCRETE C. STRUCTURAL WOOD OR STEEL PANELS USED FOR SEISMIC RESISTANCE D. POST INSTALLED ANCHORS UTIUZING EPDXY ADHESIVE EXPANSION OR SCREW TYPE SHOP DRAWINGS AND SUBMTFTALS I. SUBMIT PRINTS AND REPRODUCIBLES FOR REVIEW PRIOR TO FABRICATION FOR: REINFORCING STEEL GLU-LAMINATED BEAUS STRUCTURAL STEEL WOOD TRUSSES - DESIGN FABRICATION DRAWINGS - AND STRUCTURAL CALCULATIONS, PE SEALED MISCELLANEOUS STEEL FLOOR I -JOISTS 2. SUBMIT 3 COPIES FOR REVIEW PRIOR TO FABRICATION FOR; CONCRETE DESIGN MIX CONCRETE INSERTS EPDXY ADHESIVES STRUCTURAL OBSERVATIONS 1- STRUCTURAL OBSERVATIONS WILL E PERFORMED IN ACCORDANCE WITH 2O15 IBC SECTION 1709. CONTRACTOR TO APPRISE ENGINEER OF CONSTRUCTION SCHEDULE FOR OBSERVATION DURING FOUNDATION PLACEMENT, ROUGH CARPENTRY AND ROOF DIAPHRAGM SHEATHING PLACEMENT ALTERNATES I. ALTERNATE ASSEMBLIES AND MATERIALS WILL BE CONSIDERED FOR REVIEW. ENGINEER MAY REQUEST PAYMENT FOR REVIEW; CONTRACTOR WILL BEAR BURDEN FOR ADDITIONAL PAYMENT AT NO ADDITIONAL COST TO OWNER. JOBSBE SAFETY 1. THE ENGINEER AND/OR ARCHITECT HAVE NOT BEEN RETAINED OR COMPENSATED TO PROVIDE DESIGN AND/OR CONSTRUCTION REVIEW SERVICES RELATED TO THE CONTRACTOR'S SAFETY PRECAUTIONS OR TO MEANS, METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES FOR THE CONTRACTOR TO PERFORM HIS WORK. THE UNDERTAKING OF PERIODIC SITE VISITS BY THE ENGINEER SHALL NOT BE CONSTRUED AS SUPERVISION OF ACTUAL CONSTRUCTION NOR MAKE HIM RESPONSIBLE FOR PROVIDING A SAFE PLACE FOR THE PERFORMANCE OF WORK BY THE CONTRACTOR, SUBCONTRACTORS, SUPPLIERS OR THEIR EMPLOYERS, OR FOR ACCESS, VISITS, USE, WORK, TRAVEL, OR OCCUPANCY By ANY PERSON. TRUSS MANUFACTURERS, - SEE PLAN FOR STRAP HOLD DOWN, POSTS AND BEAMS, SOLID SAWN STUDS, SILLS AND PLATES, JOISTS AND RAFTERS RIMBOARD, BLOCKING I BRIDGING, GLULAI (GIB), CONNECTORS, BOLTS IN WOOD, SIMPSON STRONG -TIE OR APPROVED EQUAL, ASTM A36 OR A307 W WASHER UNDER HEAD AND NUT, TYPICAL - NAIL STIES SHOWN ARE 'COMMON' U.N.O.TYP. NAILING NOT SHOWN SHALL BE PER IBC TABLE 2304.9.1 - ALL SAWN LUMBER SHALL BE KIN-0PoED TO A MAXIMUM MOISTURE CONTENT OF 19X - BOLT HOLES N WOOD SHALL EQUAL BOLT DIAMETER PLUS I/8' MAXIMW LAG SCREWS (OR LAG BOLTS) SHALL HAVE PREDRILLfD HOLES EQUAL TO APPROXIMATELY SOX OF SCREW DIAMETER AND SHALL BE INSTALLED BY TURNING; DO NOT HAMMER INTO HOLE SOAP LUBRICATION ON THREADS IS - SPLTTING OF WOOD MEMBERS BY DRIVING NAILS OR SCREWS IS NOT ACCEPTABLE IF SPUTTING OCCURS, PREDRILL ALL HOLES AS REQUIRED. - CONNECTORS: ALL CONNECTING HARDWARE SHALL BE INSTALLED PER THE MANUFACTURER'S RECOMMENDATIONS, FILL ALL NAIL OR SCREW HOLES WITH THE FASTENER TYPE (DIAMETER AND LENGTH) INDICATED BY THE MANUFACTURER. - STUD WALL&- ALL STUD WARES SHOWN ON THE STRUCTURAL PLANS ARE STRUCTURAL WALLS AND SHALL E CONSTRUCTED PER THE STRUCTURAL NOTES AND DETAILS OF THESE DRAWINGS TYPICAL STRUCTURAL WALLS ARE 2XWS- ON CENTER, UNLESS NOTED OTHERWISE TYPICAL STRUCTURAL WALLS ARE CONSTRUCTED WITH SINGLE SILL AND DOUBLE TOP PLATE. CONTINUE MULTIPLE STUD POSTS IN WALLS FROM LEVEL REQUIRED DOWN TO THE FOUNDATION. CONTINUE HOLD-DOWNS AT SHEAR WALL END POSTS FROM LEVEL REQUIRED DOWN TO THE FOUNDATION. - RAFTERS/JOISTS: PROVIDE FULL -DEPTH BLOCKING OR BRIDGING LINES AT NO LESS THAN 8-0' ON CENTER BEIWEEN SUPPORTS AT BEARING SUPPORTS BEAR RAFTERS AND JOISTS 2' MINIMUM ON PLATES OR BEAUS, U.NO AT OTHER SUPPORTS PROVDE HANGERS PER THE TYPICAL DETAILS. WHERE NO DETAIL APPLES USE AS A MINIMUM SIMPSON LU SERIES FACE MOUNT HANGERS INSTALLED PER THE MANUFACTURER. PROVIDE A DOUBLED JOIST (MINIMUM) BENEATH EACH PARALLEL WALL, INCLUDING PARTITION WALES. - BEAMS BEAR BEAMS 3 1/2- MINIMUM ON SUPPORTING WALL PLATES, UNLESS SHOWN OTHERWISE PER TYPICAL DETAILS DO NOT NOTCH BEAMS OMIT HORIZONTAL HOLE SIZE IN BEAMS TO 20% OF THE DEPTH PLACED IN TIE CENTER V. OF THE SPAN WITH IN THE CENTER Y, OF THE DEPTH, ONE SUCH E MAXIMUM PER BEAM UNLESS APPROVED BY THE ENGNEER PROVIDE GLULAM BEAM CAMBER EHOLEHOLEQUAL TO 350D-FO0T RADIUS FOR ALL SIMPLE SPAN BEAUS, EXCEPT WHERE SPECIAL CAMBER IS INDICATED ON THE PLANS; INSTALL WITH UPWARD CURVATURE (HIGHEST AT MIDSPAN). DONOT CAMBER CANTILEVER BEAMS UNLESS SPECIFICALLY NOTED. SHEET INDEX ABBREVIATION' AB ANCHOR BOLT ALT ALTERNATE APPROX APPROXIMATE BM BEAM BTM BOTTOM BOT BOTTOM BRG BEARING BIW BETWEEN CJ CONTROL JOINT CJT CONSTRUCTION JOINT CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONS CONNECTION COAST CONSTRUCTION �� CONT CONTINUOUS EO CONTR CONTRACTOR MAI, N- CTR CENTER � m ir O0 DET DETAIL R DIA DIAMETER �. Z DIAG DIAGONAL DIMENSION :m N Q DEAD LOAD i FA EACH O EACH FACE ELEVATION EQ EQUAL 0 EQUIP EQUIPMENT DIM EACH SIDE EACH WAY EXIST EXISTING (E) EXISTING [PN FOUNDATION FINISH GRADE FLFR FLUSH FRAME FLG FLANGE �R FLOOR FULL PENETRATION F�TP� FOOT FTG FOOTING FG FAR SIDE GAUGE GALV GALVANIZED GL GLUE LAMINATED GR GRADE HOR HORIZONTAL HIT HEIGHT INCH JOINT LIVE LOAD LOG LOCATION MAX MAXIMUM MB MACHINE BOLT MECH MECHANICAL MFR MANUFACTURER MI$N MINIMUM 1>f,SC M �1 EW BERUOR DESIGN ELEMENT NUMBER NEAR SIDE TUTS NOT TO SCALE OH ON CENTER OPPOSITE HAND OPNG OPENING OSF OUTSIDE FACE PLCS PLACES PSF POUNDS PER SQUARE FOOT RSI POUNDS PER SQUARE INCH R RADIUS REF REFERENCE RONF REINFORCING REOD Q REQUIRED S SLOPE SCHO SCHEDULE SEC SECTION E SQUARE FOOT SHT SHEET Sim SIMILAR SPCS SPACES SPEC SPECIFICATIONS STD STANDARD STL STEEL STRUCT STRUCTURAL T TOP THK THICK IN TOE NAILING TOC TOP OF CONCRETE TOS TOP OF STEEL TOW TOP OF WALL IS TUBE STEEL TYP TYPICAL UNO UNLESS NOTIFIED OTHERWISE VERT VERTICAL W WITH WHS WELDED HEADED STUD WT WEIGHT WWF WELDED WIRE FABRIC HDQ8 HOLD DOWN WOOD CONNECTOR BY SIMPSON 18 KIPS NOMINAL CAPACITY, SUBMIT ALTERNATES) OC ON CENTER (SPACING) PL PLATE PSF POUNDS PER SQUAREFOOT TYP TYPICAL w/ WITH (E) EXISTING MEMBER OR STRUCTURE COMPONENT A13V ABOVE BLW BELOW CHRD CHORD DA DIAMETER EA EACH GA GAGE (SPACING) S-1 GENERAL STRUCTURAL NOTES S-2 FOUNDATION PLAN S-3 FIRST FLOOR PLAN S-4 2nd FLOOR FRAMING PLAN S-5 2nd FLOOR DECK PLAN S-6 3rd FLOOR FRAMING PLAN S-7 4th FLOOR FRAMING PLAN S-8 ROOF FRAMING PLAN S-9 NORTH ELEVATION FRAMING S-10 SOUTH ELEVATION FRAMING S-11 SECTION ELEVATION FRAMING S-12 EAST $ WEST ELEVATIONS S-13 SECTION ELEVATION FRAMING S-14 FOUNDATION DETAILS S-15 POST -TENSION CONC REINF DETAILS S-16 WOOD FRAMING DETAILS S-17 WOOD FRAMING DETAILS plillilill yEN R. 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COLUMN REDIFORCEMONT DONS AT FOO MATCH S12E AND NUMBER OF VERTICALS SHOMN N SCHEDULE 2 SPACE TIES 6 m FH TYP. CONC SPREAD AND WALL MAT FOOTiNG FOUNDATION, TYP 35 36 SPREAD FOOTING SCHEDULE MARK SIZE NDTH ■ LENGTH ■ DEPTH REINFORCING F15 15'-0"x15'-0"x3'-0"d. 15-#10 b. E.W. F10 10'-0"x10'-0"x3'-0"d. 10-#9 b. E.W. F9 9'-0"x9'-0"x3'-0"d. 9-#8 b. E.W. F8 8'-0"x8'-O'x2'-6"d. 9-#7 b. E.W. F7 7'-0"x7'-0"x2'-60d. 8-#7 b. E.W. F5 5'-0"x5'-0"x2'-0"d. 6-#6 b. E.W. FC1 25'-10!'%i-4"x2'-6"d. #7 t. , , X CONT FC2 25'-10"x14'-0"x2'-6"d. #8 t./b. E,W, X CONT FC3 23'-20x18'-3"x2'-6"d. #7 t./b. E,W, X CONT FA 3'-0"x2'-6"d.xCONT FTG 4- t. x CONT. w STIR AT 18"o.c. FB 3'-0"x1'-6"d.xCONT FTG -#6b. x CLINT. w 3 S11R AT 1 o.c. FIR 6'-0"x2'-0"d.xCONT FTG SEE ELEV SECTION NOTES: 1. SPREAD FOOTINGS TO BE CENTERED BELOW COLUMNS UNLESS NOTED OTHERVASE ON FOUNDATION PLANS. 2 ABBREVIATIONS t = TOP b. = BOTTOM EW. = EA WAY S.W. = SHORT WAY L.W. = LONG WAY —IN 0 I N W Ln co L / ro C We EXPIRES APRIL 29, 2019 U r J N J 04 w � 00 O Q > 4i 90 t= c p Y p MLL_MQ IEMNED BY Sdwnmer Cawdtlft Group, PLLC 360-293-9006 DB NO. 17-091 HEFT NO. A _w SIN I CAD FIE: 17-M L 1 2 3 4 5 6 7 8 119'-12" 1,> , 1» I I 1» I 1„ I I 8,-9„ I 18'-42 1 18 -42 27'-0» 18 -42 18 -42 9 -102" 1 30- 9„ 10 361 9,> 1 F - -I- - I I I - -I- -+O ICI ' ��y5hy -�-- L s-s -- j- -�-- - -1 --�- - ' I --------------------'----------------- -- o- ----------- - ------------ 1 �- I 1 1 r------ �-- }- L - ,� - I -I- - I I----- - - - II by o I I 1 I I I I I I I 11 37,-6„ 29,_4» h +o. I 1 I 1 I I I ' 10" C C I 1 +tih 13 -1 7-5 8 -1 I I RETAIN ALL I I 1 TYP I 1 8" CONC ' r—_-- -- — — — — — -- — — — — — — — — — -------- ------------______--- - _ 1 oc L----------- - 1 1 1 1 1 11 I I I O `U 1 I � 1 I AJ-d 1\\ I I I ,1 0 -4 �I 1 I '� I �© I I I 17 R rcc I I r ' 1 11 1 I I I I I I I I. 10 CONC 0 I i WALLS 11 I I F I 11 I----- -------- / I I I __-- --'--------- 1 1 II i--------------------------------- I ; --- -- 11 I I I 5 I I I I I' 18"X18" SQ CONC I 9-112� --------------------- ------ - -----I----- ----------------------- -----I------------- -F-- - - '- - - --�-- -�-- - - - !I --�--- - I I I I I I L_ _L r -1 36'-9" _ 27'-0" a 1st FLOOR PLAN %e =1,4r I I I I I I I --------- --------------- I I I I , L- I� A I 1 36'-9" 33 344 COLUMNS, TYP SLAB REINFORCING SCHEDULE MARK REINFORCING REMARKS PLACEMENT O f5t x 6'-6' AT 12"o.c. UNIF SPACE TOP REIN. AT WALL REF PLAN FOR LOCATIONS O fit x 3'-6' AT 12'o.c. x 3�-6. AT 12'o.c. UNIF SPACE TOP AND BOT REINF. AT WALL REF ptgN FOR LOCATIONS © 15t x 5'-6' AT 12'o c. j4b x 4'-6' AT 12'o.c. UNIF SPACE TOP AND DOT REIN. AT WALL REF PLAN FOR LOCATIONS D O 7-/6t x 9'-0' AT 4'o.c. 7-/6t x 9'-0' AT 4'o.c. UNIF SPACE TOP EA WAY CENTER AT COLUMN SPACE 4'O,C„ TYP © fSb 12 x'-10' AT UNIFORM SPACED BOT. REINF. CENTER AT MID SPAN #5b x CONT. AT 16'o.c. UNIFORM SPACED WT. REINF. PLACE ABV L AIN BARS TEMPERATURE REINF. --- . O /5t/b. x CONT. AT 12'o.c. EA WA CONT. AT S_ LANDING (RFF PLAN) TYP REIN. AT STAIR LANDING Ln Q0 I Ln CD Ll J N �� C r 27 38 39 40 [xPiRm APRIL 29, 2019 W O m M z Z O O LL U J N J 04 w \ /y W C rQ^ r V! ;w V F— Q M C LLYMQ DESIGNED BY Shcemmer Consultft Group, PLLC 360-293-9006 JOB NO. 17-091 SHEET NO. A _ w ;,101911,11 I� -ICN 0') I M Q0 1) ( 2 ) ( 3 ) ( 4 ) ( 5 ) (6 119'-12" T I , 1» I r 1r, � I 1- 1» i ' 111 __ I , 1» 8'-9» L 18-42 18-42 27'_0» 1842 - 18-42 L 9-102 13'-6„ 13,-6 36>, r93 I 1 1 10» P/T CONIC s-9 27N SLAB 16 16 i - - - s-9 -------------------8i i2-- - -------------i 8 1 I I I 36' 19" � I N-r► 24"x24"Dp PERIMETER PT CONIC BEAM, TYP 16 � � 1 27N � 16 8-------------- - - �-------------------I 1 8 1 1 21 1 I I I I I I I 1 1 4 I 6N I I I I I I 3 I I I PBA I I I I 12N I I 3 OF I I I I I I 1 I I 6N 1 4 1 I I I I E I I I I I I I I I I I I I I I I I I I I F I O I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 0 I 1 1 I i I I i I i I i I I i I I i I I I i I I i I I i I I i t I i I 30"x24"D PT P I I 8 1 I 1 I 8 I I 8 1 I I I 8 1 I I I I I I 8 I I I I I I CONIC BEAM, TYP I I� Ir I 1 1 4 I / I I 1� I— I 3 I I I I 1� 6 I I� I I I 1 6 I 1 I I I N 1\ 3 I� I I I>17N I I I 1/4 I cli \ 1 I N I i I 1 I i I I N 1 i 78N I N 3.1/2'0 DON I i\ AT 36'aci i I I N I i I i I I I N 1 I 14N I 1 17N I 1 16N 1 I 16N I I 1 1 1 13N I I I I I I I I I I I I I © I I I I I I I I I I I I I I I I I I I 1 I I I I I 8 1 I I I I I I I I I I I I 1 I I I 0 8 1 ------- -- I O 1 I O I I I I I 1 1 /4 I I I m I I 1 I I I m I I I I m I © I I I I I I I I I m I m I I I I I1 I 1 I I 5 I 1 I N 1 IJJ /4 © I 11 I I I m I 5 I N I I 11 I I N I I I I N I I 121 l I I I N I I O 21 N I I III O r - L------ ---J L--- ---- J L-------------- -----------JI 116 1 _--J — — ------- I ---�I r-------------------- I I 2 ------- -- I --------- I PBB ---- I III I r---------------- I --- I I -------- --r I I II 3 1 i i i i i 421/2'0 s„ i i i i i 42-1t2V — 11 II I I I TENDONS I I I I I I TENDONS I II — - I 1 I I I I T _ --J 1 I I I I I 1 T I I I I I I I I I I I I I I I I E Q I I I I I I I I 1 1 IN I\ I I IN I\ I I IN I\ I I I IN I\ I I I I I IN I\ I I I I I N I I 1 I 1I I N I I I 1 N I O I I IN I I I IN 1 I I I I N O I I I I I I I 10N I 1 12N I i I 1 11N I i I 8N I i I I I 11N I I I 1 1 I 12N 10N - s•„ II i I I I I I 1 I I I I I I 1 18"x18" SO NC , COLUMNS TYP I I I I I I I I I I I I , 1» I I I I I I I 1 I I I I I I I 9 -11- 1 I I I I I 1 I I I I I 2 I I I 0 I I I 1 I I I O I I I I I I I I I I I I I I I I I 1 1 1 I I 16 I i 121 PBC i 1 1 211 1 -- 1------------------J Q0 2 Q0 10 1 CO 21 3 22-1/200 s-, TENDONS IM 36,-9" 27,-0» 36'_9 s-,o 2nd FLOOR FRAMING PLAN %e =11-w SLAB REINFORCING SCHEDULE MARK REINFORCING REMARKS PLACEMENT O /6t x 13'-6' AT 16'o.c. UNIF SPACE TOP REINF. STAGGER ENDS 2'-0' TYP UNIFORM AT BEAM 0 /6t x 12'-0' AT 16'0.c. UNIF SPACE TOP REINF. STAGGER ENDS 2'-0' TYP. UNIFORM AT BEAM © /6t x 10'-0' AT 16'o.c. UNIF SPACE TOP REINF. STAGGER ENDS 2'-0' TYP, LWORM AT BEAM O 7-/6t x 6'-0' AT 4'o.c. 7-}6t x 6'-0' AT 4'o.c. STD. HOOK END TOP BAR UNIF SPACE TOP EA WAY REFER TO DETAIL® /6t x 8'-6' AT 16'o.c. /5b x 5-6' AT 16'o.c. UNIF SPACE TOP AND BOT REINF. STD HOOK ENDS Tom- UNIFORM AT EXT. BEAM /5t x 7'-O' AT 16'o c. /5b x V-6' AT 16'o.c. UNIF SPACE TOP AND BOT REINF. STD HOOK ENDS TYP. UNIFORM AT EXT. BEAU © *it x 12'-0' AT 16'o. c. j5b x 6'-6' AT 16'o.c. UNIF SPACE TOP AND BOT REINF. STAGGER ENDS 1'-6' TYP. UNIFORM AT BEAM H Q #5t x 6'-6' AT 12'o.c. /Sb x 4'-6' AT 12'o.c. UNIF SPACE TOP REINF. STAGGER ENDS 2'-0' TYP. UNIFORM AT CONC WALL BLW © :6b x 39'-0' O 18'o.c. UNIFORM SPACED BOT. REINF. CENTER AT MID SPAN O /6b x 20'-0'. /6b x 11'-0' O 16'o.c. UNIFORM SPACED BOT. REINF. PLACE 1-SHORT, 1-LONG CENTER Al MID SPAN O /St./b. x CONT. O 12'o.c. EA WA CONT. AT STAIR LANDING REF PLAN TYP REINF. AT STAIR LANDING O i6t./b. x CONT. O 18'o.c. STAGGER TOP AND BOT PLACEMENT (18'o.c. NET PLACEMENT) TYP TEMP REINF. 1W]Is.� 1. SEE SHEET S-1 FOR GENERAL NOTES AND SHEETS S-15, REFER TO ELEVATIONS FOR PT BEAM MILD REINF (SEE PB MARKS) 2. TYPICAL SLAB REINFORCEMENT COVERAGES MILD REINF. 1 ' TOP 3/4- BOTTOM P/T REINF. 1 1/4- TOP 3/4- BOTTOM LEGEND: F--i TENDON ANCHORAGE LOCATION 3 1/2 S I S TENDON CGS MEASURED FROM BOTTOM OF SLAB �► TENDON STRESSING ANCHORAGE LOCATION SIN O LC) N Ln co Ln C LI EZPiREs APRIL 29: 2019 Z a O O LL C N U J N J 04 00 w Et VJ H O (a W > 4-0 p Y p c MCD LL_MQ Schemmer Consu" Group, PLLC 360-293-9006 DB NO. 17-091 HEET NO. A —4 CAD FILE ,7-0B1 PLOT DATE: 1 2 3 4 5 6 T 8 119-12" y 8'-9» I� 18-42" 18'-42" I 27,-0„ I 18'-4I 18'-4�" 9,-102„ 2 �_ 2 L 2 I_ • I I 36' 9" I s'—s I 36' I 9» I r —IN Q0 STRUCTURAL PANEL NOTES [1] INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY. 2 WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO THAT JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. [3] BLOCKING IS REQUIRED AT ALL PANEL EDGES. 4 PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY WINDOWS, OR DOORWAYS OR AS DESIGNATED ON PLANS. FOR HOLD-DOWN REQUIREMENT, REFERENCE PLANS. [5] SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLD-DOWN POSTS. EDGE NAILING MAY ALSO BE REQUIRED TO EACH STUD USED IN BUILT-UP HOLD-DOWN POSTS. FOR ADDITIONAL INFORMATION, REFERENCE THE HOLD-DOWN DETAILS. [6] INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. ATTACH SHEATHING TO INTERMEDIATE FRAMING WITH 0.131"OX2-1/2" NAILS AT 12"OC WHERE STUDS ARE SPACED AT 16"OC AND 0.131"OX2-1/2" NAILS AT 6"OC WHERE STUDS ARE SPACED AT 24"OC. [7] BASED ON 0.131"OX1-1/2" NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131"0X2-1/2" NAILS WHERE INSTALLED OVER SHEATHING. 81 FRAMING CLIPS: SIMPSON A35 OR LTP5 OR APPROVED EQUIVALENT. SHEAR WALL NOTES: 101 TYPICAL ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS 0.229"X3"X3". EMBED ANCHOR BOLTS 7" MINIMUM INTO THE CONCRETE. [11] PRESSURE TREATED MATERIAL CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO-PLATING IS NOT ACCEPTABLE) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. 12 DO NOT APPLY STRUCTURAL WOOD SHEATHING OVER GYPSUM BOARD. 1 3j AT ADJOINING PANEL EDGES ALL BUILT-UP END POSTS SHALL BE NAILED SIMILARLY, (2) 2X STUDS NAILED TOGETHER MAY BE USED IN PLACE OF A SINGLE 3X STUD. DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER BY NAILING THE STUDS TOGETHER WITH 3" LONG NAILS OF THE SAME SPACING AND DIAMETER AS THE PLATE NAILING. (14] CONTACT THE STRUCTURAL ENGINEERS OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST -IN -PLACE ANCHOR BOLTS. SPECIAL INSPECTION MAY BE REQUIRED. CAD FLE 17-091 PLOT DATE e 1 -1 2nd FLOOR DECK PLAN 3yjg = 1I,4r SHEATHING SCHEDULE TOP PLT TO MARKI WALL SHEATH PLATE ANCHOR BOLTS SILL PLATE NAILING STUDS TRUSS OR BLKG N 15/32' STRUCT 1, 8d 6-6-12 3/4'0 x 12'ANGHOR BOLTS 16d 0 10' O.C. S4-2x4 AT A35 AT 32'O.C. - 0 32'O.C., r/3x3xO.229'PW 16'O.C. AS AN ALTERNATE USE LTP5 AT 24' O.C. 15/32' STRUCT I, 18d 4-6-12 3/4'0 x 12'ANCHOR BOLTS 16d 0 5' O.C. S6-2x6 AT A35 AT 16'O.C. - 0 244O.C., rr/3x3xO.229'PW 16'0.C. AS AN ALTERNATE USE LTP5 AT 12' O.C. 15/32' STRUCT L 10d 3-3-6 3/4'0 x 12'ANCHOR BOLTS 16d 0 3' O.C. S6-2x6 AT A35 AT 12'0.C. USE 3X NOMINAL AT ADJOINING PANEL EDGES 0 16'O.C.(U.N.O.), r/3x3xO.229'PW STAGGER NAILING 16'O.C. AS AN ALTERNATE USE LTP5 AT 8' O.C. 4 15/32' STRUCT I, 8d 2-2-6 3/4'0 x 12'ANCHOR BOLTS 16d 0 3' O.C. S6-2x6 AT A35 AT 8'O.C. USE 3X NOMINAL AT ADJOINNG PANEL EDGES 0 16'O.C., r/3x3xO.229'PW 16'0.C. AS AN ALTERNATE USE LTP5 AT 8' O.C. STAGGER NAILING STAGGER NAILING nn 13 lKii-till N(1TF(�- —IN _I CD Ln I N 1. GLB HEADERS TO BE SUPPORTED BY (3) CRIPPLE STUDS. X 2. INDICATES 2ND STORY SHEAR WALLS. SEE SCHEDULE FOR SHEATHING, NAILING, BLOCKING. X' 3. INDICATES SIMPSON CMST14 STRAP AND LENGTH, SEE DETAIL 18/S16 FOR INSTALLATION. 4. TYPICAL EXT FRAMING ELEVATION, SEE SHEETS S9, S10. 5. SEE SCHEDULE FOR BEARING OR NON -BEARING DHEATHED WALL STUD SPACING. 6. USE SIMPSON ITS2.37/14 HANGERS FOR SINGLE TJI 360 14" JOIST, MIT4.75/14 FOR DOUBLE JOISTS. 7. REFER TO 20/S16 FOR TOP PLATE CHORD SPLICE NAILING. 8 HD INDICATES SIMPSON TYPICAL HOLD DOWN ANCHORAGE. REFER TO PLAN FOR SIZE AND LOCATIONS. SEE DETAILS SHEET S16 FOR ELEVATIONS AND ANCHORAGE BOLTS. 9. SPRINKLER MAIN FRAMING PER DETAIL 21/S16. 10. BRICK VENEER LINTEL OVER DOORS AND WINDOWS PER DETAIL 19/S16. C o� �=15 l o=n �VO bill ill IL ltl tie GI y„ J m 2 0 f y Egg d w W V 4SN R' 8 w roof :r -10 1 4 � �FSS o �ANG\��v Omm APRIL 29, 2019 3 o Z a. V U u1 DC O O J LL c N r J N J /N/�\\ w HV J ui Q C O (D W w = Q Q N c O O Y O c MLL_MQ DESIGNED BY Schemnw ConwNMg Group, PULC 360-293-9W6 JOB NO. 17-091 SHEET NO. w _5 SIN 1 SIN 00 I N T 3 4 T 6 T 119'-12" 8_9I 18-42" 1 ' T 3P. 9» 2 I S-1 4'-0" -xv, 3 3- x- - - I HDU2 I � o 0 9 0, TYPS 1 3- 0 D_ 18'-42" 10'-0" SEE NOTE 4 HATCHED AREA I 4'-0" ^M - 3. --- HDR - CA �Tt 29 -� -___ =1F=- I I -------- I' F-=� �I r CMS h4 STRAP CMST1 IIS RAp I 1 - -----III WHLENGTH L �� 1^ �2) STRAP WMA ATD LEIJGTHEADD 1 I I I DRAG TJ1360's DRAG TJI 60's END LENGTH AT I I DRAG TJ1360'S HDU8 I I1 n II n I1 n ®� I 4x4 HDR I _ 4x4 HDR 4x4 HID 4x4 HDR GLB5.115 13.5 _ y GLBS. 25 13.5 41, 8 -0" I 17'-0" 1 I m 4n 11 J _U >M I S-17 TYP- 6X8 GL65.1 5 - �IM4x4 13.5 - ti HDR 4x4 HDR Ci 7 II II 5 'if S-1 L 5 L1 S-1 cx cO ---- `-_- TYP. -1 6X8 I I \ Camrl- \ 0 Ij \m wii II 4l �1 x II ----_-- vII V) II Q II 0 iI J \\ o G✓ 0 / i � i \ i \ I 0 x 04 i/ N ' ----- I 315 S31 � S36X101 I I WOOD SHEATHING --,DX11.013F HUx 1. REFERENCE STANDARDS: UBC STANDARD 23-2 OR 3-3. �'° 2 Rio 2. ROOF SHEATHING: 4'-s" 1 19/32" MINIMUM THICKNESS APA RATED PRP-108 PERFORMANCE STANDARD, EDGE SEALED PANELS DESIGNED TO SPAN 24 INCHES EITHER PARALLEL OR PERPENDICULAR TO LONG AXIS OF PANEL WITH 25 PSF LIVE LOAD. LAY UP WITH MINIMUM 1/8" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL 6 INCHES ON CENTER ALONG EDGES, AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. USE 10D COMMON NAILS, U.N.O. PROVIDE EXP-1 RATING. 3. FLOOR SHEATHING: 3/4" NOMINAL APA RATED PANELS, PRP-108 PERFORMANCE STANDARD, NAILED AND GLUED. CONFORM TO UBC IDENTIFICATION INDEX 40/20 FOR SUPPORTS TO 20 INCHES ON CENTER. ADHESIVES ARE TO CONFORM TO APA SPECIFICATION AFG-01. PROVIDE T&G EDGES AT LONG PANEL EDGES. LAY UP WITH MINIMUM 1/8" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL 6 INCHES ON CENTER AT END SUPPORTS AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. USE 10D COMMON NAILS. PROVIDE EXP-1 RATING. 4. BLOCKING AND NAILING 10D® 4" O.0 AT PANEL EDGES, 10" O.C. AT INTERMEDIATE SUPPORTS. 5. WOOD SHEARWALL SHEATHING: PLYWOOD OR OSB APA RATED PRP-108 PERFORMANCE STANDARD PER UBC STD 23-2 OR 23-3. USE EXTERIOR ADHESIVES. USE 10d COMMON NAILS. PROVIDE EXP-1 RATING. ALL VERTICAL JOINTS OF PANEL SHEATHING SHALL OCCUR OVER STUDS. HORIZONTAL JOINTS SHALL OCCUR OVER BLOCKING EQUAL IN SIZE TO THE STUDDING. REFER TO SHEAR WALL SCHEDULE FOR OTHER RATINGS (STRUCTURAL 1) AND PANEL THICKNESS. z 4' 0" SHEATHING SCHEDULE TOP PLT TO MARK WALL SHEATH PLATE ANCHOR BOLTS SILL PLATE NAILING STUDS TRUSS OR BLKG 15/32' STRUCT 1, 8d 6-6-12 3/4"0 x 12"ANCHOR BOLTS 16d 0 10' O.C. S4-2x4 AT A35 AT 32'0.C. 1 - 0 32"O.C., w/3x3xO.229'PW 16'O.C. AS AN ALTERNATE USE LTP5 AT 24' O.C. 15/32" STRUCT L 18d 4-6-12 3/4"0 x 12'ANCHOR BOLTS 16d 0 5" O.C. S6-2x6 AT A35 AT 16'O.C. 2 - 0 24'0.C., w/3x3xO.229'PW 16"O.C. AS AN ALTERNATE USE LTP5 AT 12' O.C. 15/32' STRUCT I, 10d 3-3-6 3/4"0 x 12'ANCHOR BOLTS 16d 0 3' O.C. S6-2x6 AT A35 AT 12'0.C. 3 USE 3X NOMINAL AT ADJOINING PANEL EDGES 0 16'0.C., ' w 3x3xO.229PW / STAGGER NAILING 16"O.C. AS AN ALTERNATE USE LTP5 AT 8' O.C. 15/32" STRUCT 1, 8d 2-2-6 3/4'0 x 12'ANCHOR BOLTS 16d 0 3' O.C. S6-2x6 AT A35 AT 8'O.C. 4 USE 3X NOMINAL AT ADJOINING PANEL EDGES 0 16'O.C., w/3x3xO.229'PW 16'O.C. AS AN ALTERNATE USE LTP5 AT 8' O.C. STAGGER NAILING STAGGER NAILING W12x1 4x4 HD 1 1 27'-0" S- 9 13 27'-0' SEE NOTE 4 HATCHED AREA I 3W APA RATED PANELS W/ 1' GYP-C tM -5 HDR ! - x-.-- HDR - I ®I 3 0 A CO x 0 GLB5.1250 3.5 1. 18'-41» 10'-0' SEE NOTE 4- HATCHED AREA I CMST141 TRAP V61 ti END �? ' 18'-42„ 1 9,-102„ 36' 19» ' A-J► I 13 I I 4'-0" .6xTl. HDR Ir 3.5x_TT.B75PSl HDR zElm I' II 1 0 1 1� I Ix 3- cQ 3 l I STAIR STAIR 1� 7 / ,S-7FRAMING S-1 - I'O TYP. G LENGTH AT LENGTH AT S-1 END LENGTH AT DRAG TJI360's DRAG TJ1360's DRAG TJI360'S HDU8 I n n n n 4x4 HDR 4 HDR II 1 II 4x4 HDR , 4x4 HDR 4 7 1 1� I 6X10 .5 GLB5 45 13 5 -- ®-- - 1 3 173 01 11 _114 8'-0" to 8' 0' g'-p" P. 1 8'-0" N TY 3I 8GLB5.125x1GL65.12 xl G13.5 ---A $- I 4x4 R 4x4 HOR 4x4 R m ` of S-1 0 3 TYP L X. mxw 5 TYP -1S ' N 0 _ �i 2 I 0 0 Ni 1co 0 '.7 zi I Q )17 1 '\\ i `i \i\ /\ - S11 \. ----- II o o I 6XII0 N N 1 '5: Y 3rd FLOOR FRAMING PLAN I II I 31 - 10 S 31 I 0 I X I II J.P II x--- -UK/ 2 �'s -- x- O -UN4 a. I e 4'-6" 1 4'-6" I S-1 ITYP. NOTES: 1. GLB HEADERS TO BE SUPPORTED BY (2) CRIPPLE STUDS. 2. INDICATES 3RD STORY SHEAR WALLS. SEE SCHEDULE FOR SHEATHING, NAILING, BLOCKING. 3. X� x INDICATES SIMPSON CMST14 STRAP AND LENGTH, SEE DETAIL 18/S16 FOR INSTALLATION. 4. TYPICAL EXT FRAMING ELEVATION, SEE SHEETS S9, S10. 5. SEE SCHEDULE FOR BEARING OR NON -BEARING DHEATHED WALL STUD SPACING. 6. USE SIMPSON ITS2.37/14 HANGERS FOR SINGLE TJI 360 14' JOIST, MIT4.75/14 FOR DOUBLE JOISTS. 7. REFER TO 20/S16 FOR TOP PLATE CHORD SPLICE NAILING. 8. / INDICATES SIMPSON TYPICAL HOLD DOWN ANCHORAGE. REFER TO PLAN FOR SIZE AND LOCATIONS. SEE DETAILS SHEET S16 FOR ELEVATIONS AND ANCHORAGE BOLTS. 9. SPRINKLER MAIN FRAMING PER DETAIL 21/S16. 10. BRICK VENEER LINTEL OVER DOORS AND WINDOWS PER DETAIL 19/S16. 11 FURRING OR WOOD STUD WALL REFER TO ARCHITECTURAL DRAWINGS -ICN 0 LC) N 0 LC) co LC) B C Pill! 11 Z W5 Oa O Z LL P G L Q M U J 4 w co o N UJI � 0 CO (D Q > N cy O0 Y c M LL cM Q _ -- IESIGNI BY Sdwmmer Cmwdtlog Group, PUC 360-293-9006 M FI JI- 17-M 1 PLOT DA7E 1 2 3 4 5 6 7 8 119'_12" 8,_9„ I 18'-42" 1 18'-42 1 27,_0„ 1 18'-42" 18'-42" 9,-101„ QO c— WOOD SHEATHING 3 1. REFERENCE STANDARDS: UBC STANDARD 23-2 OR 3-3. 2. ROOF SHEATHING: 19/32" MINIMUM THICKNESS APA RATED PRP-108 PERFORMANCE STANDARD, EDGE SEALED PANELS DESIGNED TO SPAN 24 INCHES EITHER PARALLEL OR PERPENDICULAR TO LONG AXIS OF PANEL WITH 25 PSF LIVE LOAD. LAY UP WITH MINIMUM 1/8" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL 6 INCHES ON CENTER ALONG EDGES, AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. USE 10D COMMON NAILS, U.N.O. PROVIDE EXP-1 RATING. 3. FLOOR SHEATHING: 3/4" NOMINAL APA RATED PANELS, PRP-108 PERFORMANCE STANDARD, NAILED AND GLUED. CONFORM TO UBC IDENTIFICATION INDEX 40/20 FOR SUPPORTS TO 20 INCHES ON CENTER. ADHESIVES ARE TO CONFORM TO APA SPECIFICATION AFG-01. PROVIDE T&G EDGES AT LONG PANEL EDGES. LAY UP WITH MINIMUM 1/8" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL 6 INCHES ON CENTER AT END SUPPORTS AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. USE 10D COMMON NAILS. PROVIDE EXP-1 RATING. 4. WOOD SHEARWALL SHEATHING: PLYWOOD OR OSB APA RATED PRP-108 PERFORMANCE STANDARD PER UBC STD 23-2 OR 23-3. USE EXTERIOR ADHESIVES. USE 10d COMMON NAILS. PROVIDE EXP-1 RATING. ALL VERTICAL JOINTS OF PANEL SHEATHING SHALL OCCUR OVER STUDS. HORIZONTAL JOINTS SHALL OCCUR OVER BLOCKING EQUAL IN SIZE TO THE STUDDING. REFER TO SHEAR WALL SCHEDULE FOR OTHER RATINGS (STRUCTURAL 1) AND PANEL THICKNESS. SHEATHING SCHEDULE TOP PLT TO MARK WALL SHEATH PLATE ANCHOR BOLTS SILL PLATE NAILING STUDS TRUSS OR BLKG 15/32' STRUCT 1, 8d 6-6-12 3/4'0 x 12'ANCHOR BOLTS 16d 0 10' O.C. S4-2x4 AT A35 AT 32'O.C. 1 — 0 32'O.C., w/3x3xO.229'PW 16'O.C. AS AN ALTERNATE USE LTP5 AT 24' O.C. 15/32' STRUCT I, 18d 4-6-12 3/4'0 x 12'ANCHOR BOLTS 16d 0 5' O.C. S6-2x6 AT A35 AT 16'O.C. — 0 24'O.C., w/3x3xO.229'PW 16'O.C. AS AN ALTERNATE USE LTP5 AT 12' O.C. 15/32' STRUCT I, 10d 3-3-6 3/4'0 x 12'ANCHOR BOLTS 16d 0 3' O.C. S6-2x6 AT A35 AT 12'O.C. 3 USE 3X NOMINAL AT ADJOINING PANEL EDGES 0 16'O.C., w x3xO.229'PW � STAGGER NAILING 16'O.C. AS AN ALTERNATE USE LTP5 AT 8' O.C. 15/32' STRUCT I, Bd 2-2-6 3/4'6 x 12'ANCHOR BOLTS 16d 0 3' O.C. S6-2x6 AT A35 AT 8-O.C. 4 USE 3X NOMINAL AT ADJOINING PANEL EDGES 0 16'O.C., w/ 3x3xO.229'PW 16'O.C. AS AN ALTERNATE USE LIPS AT 8' O.C. STAGGER NAILING STAGGER NAILING 4th FLOOR FRAMING PLAN 3/a =1,-V NOTES: 1. GLB HEADERS TO BE SUPPORTED BY (2) CRIPPLE STUDS. 2.�� INDICATES 4TH STORY SHEAR WALLS. SEE SCHEDULE FOR SHEATHING, NAILING, BLOCKING. X 3. x INDICATES SIMPSON CMST14 STRAP AND LENGTH, SEE DETAIL 18/S16 FOR INSTALLATION. 4. TYPICAL EXT FRAMING ELEVATION, SEE SHEETS S9, S10. 5. SEE SCHEDULE FOR BEARING OR NON -BEARING DHEATHED WALL STUD SPACING. 6. USE SIMPSON ITS2.37/'14 HANGERS FOR SINGLE TJI 360 14" JOIST, MIT4.75/14 FOR DOUBLE JOISTS. 7. REFER TO 20/S16 FOR TOP PLATE CHORD SPLICE NAILING. 8 HD INDICATES SIMPSON TYPICAL HOLD DOWN ANCHORAGE. REFER TO PLAN FOR SIZE AND LOCATIONS. SEE DETAILS SHEET S16 FOR ELEVATIONS AND ANCHORAGE BOLTS. 9. SPRINKLER MAIN FRAMING PER DETAIL 21/S16. 10. BRICK VENEER LINTEL OVER DOORS AND WINDOWS PER DETAIL 19/S16. 11. FURRING OR WOOD STUD WALL �1 REFER TO ARCHITECTURAL DRAWINGS S 7 IIwvR JIILf41I1I\V FLR rLMN .00R JOIST PER PLAN '8 HANGER AT BM BEAM AT 6' O.C. /-16d AT 6' O.C. 2X8LEDGER W/(4)16d EA STUD SHEATHING PER PLAN LOOR JOIST PER PLAN 68 HANGER AT BM BEAM SKEWED HANGER AT BM INTERMEDIATE STAIR LANDING PLAN SCALE 314" = 1'-0" Od AT 6' O.C. /-16d AT 6' O.C. 2X8 CONTLEDGER W/(4)16d EA STUD 2X8 LANDING JOIST @ 16' O.C. 0 _a upL KSjUI] got u� EXPIRES APRIL 29, 2019 Z wa OZ v� U �— J N J c%j w y 00 J O) � Q C O Q > N cy "I—o Cc C 0LL cQ SchemnwcwmgftGroup, PLLC 360-293-9006 DB NO. 17-091 NO. S-7 CAD FILE: 17-M PLOT DATE: II O 3 4 5 6 7 8 119'-12" 8_9» 18-42 I 18-42 I 27,_0„ I 18-42 I 18'-42' 9,-102„ 1 36'� 9,> 36'r 9' I TY?. WOOD SHEATHING - -1� 51F—( A L.n _I (o In 0 In I N -- - - 1 c 1. REFERENCE STANDARDS: UBC STANDARD 23-2 OR 23-3. 2. ROOF SHEATHING: ROOF FRAMING PLAN 19/32" MINIMUM THICKNESS APA RATED PRP-108 PERFORMANCE a/e = i,4r NOTES: STANDARD, EDGE SEALED PANELS DESIGNED TO SPAN 24 INCHES EITHER PARALLEL OR PERPENDICULAR TO LONG AXIS OF PANEL WITH 25 PSF LIVE LOAD. LAY UP WITH 1. GLB HEADERS TO BE SUPPORTED BY (2) CRIPPLE STUDS. MINIMUM 1/8" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL 6 INCHES ON X CENTER ALONG EDGES, AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. 2. INDICATES 4TH STORY SHEAR WALLS. SEE SCHEDULE FOR SHEATHING, NAILING, BLOCKING. USE 10D COMMON NAILS, U.N.O. PROVIDE EXP-1 RATING. X, 3. INDICATES SIMPSON CMST14 STRAP AND LENGTH, SEE DETAIL 18/S16 FOR INSTALLATION. 3. FLOOR SHEATHING: 3/4" NOMINAL APA RATED PANELS, PRP-108 PERFORMANCE STANDARD, NAILED AND GLUED. CONFORM TO UBC IDENTIFICATION INDEX 40/20 FOR SUPPORTS TO 20 INCHES ON CENTER. ADHESIVES ARE TO CONFORM TO APA SPECIFICATION AFG-01. PROVIDE T&G EDGES AT LONG PANEL EDGES. LAY UP WITH MINIMUM 1/8" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAIL 6 INCHES ON CENTER AT END SUPPORTS AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. USE 10D COMMON NAILS. PROVIDE EXP-1 RATING. 4. WOOD SHEARWALL SHEATHING: PLYWOOD OR OSB APA RATED PRP-108 PERFORMANCE STANDARD PER UBC STD 23-2 OR 23-3. USE EXTERIOR ADHESIVES. USE 10d COMMON NAILS. PROVIDE EXP-1 RATING. ALL VERTICAL JOINTS OF PANEL SHEATHING SHALL OCCUR OVER STUDS. HORIZONTAL JOINTS SHALL OCCUR OVER BLOCKING EQUAL IN SIZE TO THE STUDDING. REFER TO SHEAR WALL SCHEDULE FOR OTHER RATINGS (STRUCTURAL 1) AND PANEL THICKNESS. SHEATHING SCHEDULE TOP PLT TO MARK WALL SHEATH PLATE ANCHOR BOLTS SILL PLATE NAILING STUDS TRUSS OR BLKG 15/32' STRUCT 1, 8d 6-6-12 3/4'0 x 12'ANCHOR BOLTS 16d 0 10' O.C. S4-2x4 AT A35 AT 32'O.C. - ® 32'O.C., r/3x3x0.229'PW 16'O.C. AS AN ALTERNATE USE LTP5 AT 24' O.C. 15/32' STRUCT I, 18d 4-6-12 3/4'4 x 12'ANCHOR BOLTS 16d 0 5' O.C. S6-2x6 AT A35 AT 16'O.C. ` - ® 24'O.C., r/3x3x0.229'PW 16'O.C. AS AN ALTERNATE USE LTPS AT 12' O.C. 15/32' STRUCT I, 10d 3-3-6 3/4'0 x 12'ANCHOR BOLTS 16d 0 3' O.C. S6-2x6 AT A35 AT 12'O.C. USE 3X NOMINAL AT ADJOINING PANEL EDGES ® 16'O.C., r/3x3xO.229'PW STAGGER NAILING 16'O.C. AS AN ALTERNATE USE LTPS AT 8' O.C. 15/32' STRUCT I, 8d 2-2-6 3/4'0 x 12'ANCHOR BOLTS 16d 0 3' O.C. S6-2x6 AT A35 AT Bb.C. 4 USE 3X NOMINAL AT ADJOINING PALL EDGES ® 16'O.C., ' r 3x3x0.229PW / 16O.C. AS AN ALTERNATE USE LTPS AT 8' O.C. STAGGER NAILING STAGGER NAILING 4. TYPICAL EXT FRAMING ELEVATION, SEE SHEETS S9, S10. 5. 6. N SEE SCHEDULE FOR BEARING OR NON -BEARING DHEATHED WALL STUD SPACING. USE SIMPSON ITS2.37/14 HANGERS FOR SINGLE TJI 360 14" JOIST, MIT4.75/14 FOR DOUBLE JOISTS. REFER TO 20/S16 FOR TOP PLATE CHORD SPLICE NAILING. HD INDICATES SIMPSON TYPICAL HOLD DOWN ANCHORAGE. REFER TO PLAN FOR SIZE Al LOCATIONS. SEE DETAILS SHEET S16 FOR ELEVATIONS AND ANCHORAGE BOLTS. 9. SPRINKLER MAIN FRAMING PER DETAIL 21/S16. 10. BRICK VENEER LINTEL OVER DOORS AND WINDOWS PER DETAIL 19/S16. 11 FURRING OR WOOD STUD WALL REFER TO ARCHITECTURAL DRAWINGS 0 m w�= aia VJ�N J W� �VO N SS3� ZO In /m B � ,lSN R. 8 pF r L -10 1 E` ORAL SS�ONAL EaG UPIRES APRIL 29, 2619 3 _I N J w /N\ W J 0) O co = LE LYcMQ c C ) SEhemmer Cwrsul ft Group, PLLC 360-293-9006 no un 17-091 SFIEET NO. w _ w CMFlE 17-091 PLOT DATE v` (u,, 8 7 6 5 4 3 2 1 I I I I I I , I I 0= nl u, rno wu , IN REF P 2x6 WIN[ STAB 8" CONC AT STAI W/#6v ( #5h ( AI -)IAI11 17tLL ��+ ����" -)1'KLAI/ rWIINk, -)ILL W/#6 ®12"o.c. EA W/#5 012"o.c. AND REINF, TYP WAY, EA FA, TYP EA WAY, EA FA NORTH ELEVATION $/gam=1'-00 CW FM 17-M I PLOT atm CONT TOP EARING, TYP PLAN FOR EXT FRAMING AND OW HORS AT ENCLOSURE REF PLAN FOR INT 2x FRAMING, HOLDOWNS, ANCHOR BOLTS, AND SHEATHING REF PLAN FOR EXT 2x6 FRAMING, HOLDOWNS, ANCHOR BOLTS, AND SHEATHING TYP 24"x24" EDGE BEAM SECTION LVL 2 0 SEE ELEVATION © FOR EDGE BEAM REINF AND #4 STIR SPACING ;ONC WALL [AIRWELL 012"o.c. EA EA FA, UNO 18"SQ CONIC COL FOUNDATION DOWELS TO MATCH VERTICALS I i J"Ox 1'-4"EMB A.B. PER WALL ! SCHEDULE REF PLAN FOR CONIC SLAB AND REINF, TYP PT TENDON REINF, TYP 18"SQ CONIC COL REF PLAN FOR LOCATIONS AND REINF SCHED, TYP 3) BEAM COLUMN SECTION ($"scale) 5) COLUMN FOOTING ELEVATION (a"scale) REF PLAN FOR COLUMN SPREAD FOOTING SIZE AND REINF, TYP I %, EXPIRES APRIL 29, 201 E Z O L F— W J W 2 F— w O Z U T- J OD o� i Lis UO ¢<O UZU2 2o] Y'2 h�F 4 J¢O >�F J � Lu N O 2 Q > -t 0 0HC) Cc MLLYchQ REF PLAN FOR TJI FLOOR AND ROOF JOIST SIZE, SPACING, BLOCKING AND NAILING, SHEATHING, TYP DBL 2x6CONT TOP PLATE BEARING, TYP REF PLAN FOR EXT 2x6 FRAMING AND WINDOW HDRS AT STAIR ENCLOSURE 10" CONC WALL AT STAIRWELL W/16 ®12"o.c. EA WAY, EA FA, TYP CONC SPREAD AND WALL MAT FOOTING FOUNDATION, TYP = FLE 11741111 1 PLO? DATE: REINF TENDONS AND PROFILE REF PLAN FOR WALL SHEATHING, NAILING, HOLDOWNS, AND BLKNG REF PLAN FOR COLUMN SPREAD FOOTING SIZE AND REINF, TYP REF PLAN FOR COLUMN' SPREAD FOOTING SIZE 10 "CONC WALL AND REINF, TYP W/#5 012"o.c. EA WAY, EA FA SOUTH ELEVATION 2x6 PARAPET FRAMING (MATCH BLW STUD WALL) DBL 2x6CONT TOP PLATE BEARING, TYP REF PLAN FOR EXT 2x6 FRAMING AND WINDOW HDRS AT STAIR ENCLOSURE J" Ox 1'-4"EMB A.B. PER WALL SCHEDULE REF PLAN FOR CONC SLAB AND REINF. TYP 18"SQ CONC COL REF PLAN FOR LOCATIONS AND REINF SCHED, TYP REF PLAN FOR INT 2x FRAMING, HOLDOWNS, ANCHOR BOLTS, AND SHEATHING REF PLAN FOR EXT 2x6 FRAMING, HOLDOWNS, ANCHOR BOLTS, AND SHEATHING TYP 24"x24" EDGE BEAM SECTION SEE ELEVATION FOR EDGE BEAM REINF AND #4 STIR SPACING 8" CONC WALL IR 1 ' II AT STAIRWELL Ilr '��1 W/#6v 06"o.c. #5h ®12"oc 3) BEAM COLUMN 10" CONC WALL AT STAIRWELL W/#6 012"o.c. EA WAY, EA FA, TYP REF PLAN FOR JIMI 18"SQ CCOL COLUMN SPREAD FOUNDATION DOWELS FOOTING SIZE AND TO MATCHH VERTICALS REINF, TYP EXPIRES APRIL 29, 2019 2 D /0 VJ J N co q m W Q Q 5) COLUMN FOOTING I- ELEVATION ($"scale = Q E > }: U) W�8 t ` O cc r. LLLYcMQ M DESIGNED BY Sdie rmwConsukftGroup, PLLC 36a93A006 JDB No. 17-091 SNMNID. S-10 1 2 3 4 5 6 7 8 I I I I I I I I I DBL 2x6C( PLATE BEARI REF PLAN FOR 2x6 FRAMING WINDOW HDR! STAIR ENCLO' 10" CONC AT STAIR W//6 012"o.c WAY, EA FA, SPREAD FOOTING SIZE AT STAIRWELL AND REINF, TYP W/16 012"o.c. EA WAY, EA FA, TYP BUILDING SECTION C-C ;j• = r-(r REF PLAN "OR CONC SLAB AND EINF. TYP REF PLAN FOR 2x6 FRAMING, HOLDOWNS, ANCHOR BOLTS, AND SHEATHING TYP 30"x24" INTERIOR BEAM SECTION I IM it/ LVL 2 0 N SEE ELEVATION FOR EDGE BEAM REINF AND #4 TENDON STIR SPACING INF, TYP IN u 18"SQ CONC COL REF PLAN FOR LOCATIONS AND REINF SCHED, TYP 3) BEAM COLUMN SECTION ($"scale M [ 18"SQ CONC COL REF PLAN FOR FOUNDATION COLUMN SPREAD DOWELS TO FOOTING SIZE AND MATCH VERTICALS REINF, TYP 5) COLUMN FOOTING ELEVATION (II"scale) EXPIRES APRIL 29, 2019 U U) Z 0 _I m U J co N O 2 Q > cy � v W N L 0 ` H o O N LL cn Sdkmmer Group, PLLC 360-293-9006 ro un CAD FL F- 17-M 17-091 NO. S-11 PER PLAN, TYP oil 4-#60�y Iwo INN HE 0: Z Iwo INN INN REF PLAN FOR PT REINF TENDONS AND PROFILE I FOR WALL G, NAIILING 10RAGES ARCH'L FOR WINDOW I MUILLION DETAILS I REQUIREMENTS 2x2 ANGLE DORT BRACKETS D NAILING, JGELS PER VDL LAU IVP PLATE, TYP TYP BAY WINDOW HDR r =1,-r WEST ELEVATION fa =1,4r 14 CNG EXPIRES APRIL 29, 2019 E U ag Q C (n w O C LiYmQ SehoWner Consurdng Group, PLLC 36P293-9006 nn un CAD RR 174M Irii,'N I 17-091 SHEET NO. A _ 1 2 DBL 2x6C1 PLATE BEARI Tc f J4 STIR SPCNG BUILDING SECTION B-B A' =1,4r 6— j6X9 / 6—#6x2O' l 6—#6x12' 4-160- 6—#6x13' 6—#6x7' REM 014*0.C. 15 WO.C. 15 A5'O.C. 014'O.C. 1 12 @6'0.C. F PLAN FOR WALL EATHING, NAILING, LDOWNS, AND BLKNG HEDULE, TYP DBL 2x6C PLATE BW 5.125X13 1 /2" GLULAM PER PLAN, TYP I ITS2.37-14 JOIST HANGER, TYP REF PLAN FOR PT PB4.5 REINF TENDONS AND PROFILE BEAM P134.5 REINF ELEV BUILDING SECTION A -A 40 = r-W T 11 7rn 4 I. r l 2x6 STUD WALL =RAMING PER 'LAN, TYP DBL 2x6TOP PLATE, TYP TYP ALCOVE HEADER r =1'-w A F PLAN FOR WALL EATHING, NAILING, iLDOWNS, AND BLKNG HEDULE, TYP EXPIRES APRIL 29, 2019 Wn CU) V Z J in 0 Z U J N J 04 w y /00 Vi Q C w 90 LL cM Q Schemmer Cansuk ft Group, PLLC 360-293-9006 GD FILE: 17-M I PLOT DAM A• = 1'v DB W. 17-091 HEEr W. S 13 I I 6 421" 5'-6" 5'-6" -------------------- #7t./b. AT 12'oc EA WAY N ---- o •• I •• I o I ; I I 18'x18' SO in CONIC COL PER N PLAN, TYP N I .• II16 AT 6'oc EA WAY, EA FA THIS WALL • ; I I o • II • : + I 16 AT 12"oc • • EA WAY, EA FA II (UNO) I I I 9 I I ' L 13'-112" I FOUNDATION FC1 FOOTING PLAN • =1'4r T 2 10' CONC 1 AT STAIRI W/#6 012 EA WAY, EA TYP CL,. WALL MAT FOOTING FOUNDATION, REF PLAN FOR REINF, TYP 9 FOUND/ -1 r =1'-0' TION WALL ELEV 5 6 7 8 18'-42" I 18'-42" W-102" I I I 1'-2" 7'-5" 8'-10" I 6'-6" I I I I I REF PLAN FOR \ 10' THICK CONC WALL #7t/b. AT FA' MARK FIG \ / 12'oc EA WAY #St./b. AT REINF, TYP � 12'oc EA WAY I #7t./b. AT A� 12'oc EA WAY #5 AT 12"o�c--- -----------------�� EA WAY, EA FA TFF ..... ... M , I L0 T R FA FA EC ml - I aMONGRAM CDNBTWICTION I : I- = I II n O 13'-0" I i� 16 AT 12'oc EA ollt WAY, CTR AT 8" 15 AT 12"oc CONC WALLS, TYP EA WAY, EA FA 50'-22" FOUNDATION FC2 FOOTING PLAN e THICK CONCRETE SLAB ON GRADE YM AT 1890c EA 00 WAY, MIDOEPIH, OVER 15 MIL I - VAPOR BARRIER TYP. (e MIN SIBBABERJJB2 MREFTO I AGO = 8068 RE .E = 61 R81A21BA>3) in FFE' HOT WATER MECHANICAL " TANKS 19'z18 so CONIC COL PER I I in PLAN TYP FA FA . — 10' THICK �I - M/1 CONC WALL I U 13'-112" 2" •v _22" N I (V �10' CONC WALLS FOUNDATION FC3 FOOTING PLAN =1'-w S-1 r =1'-0' I COLUMN SPREAD W/#5 0127o.c. FOOTING SIZE AND EA WAY, EA FA REINF, TYP `C12 FOUNDATION WALL ELEV -1 k = v-(r 3' CONC WAI 1T STAIRWELL V/16v 06"o. f5h ®12'oc 1AI JINKWt.LL W/#6 012"o.c. EA WAY, EA FA, TYP 8" CONC WALL AT STAIRWELL W/#6v 06"o.c. #5h 012'oc COLUMN REF. PLAN SLAB -ON -GRADE REF. PLAN TOP REINF. WHERE OCCURS B REF. SCHEDULE FOOTING REINF., REF. SCHEDULE la COLUMN REINFORCEMENT REF. COLUMN ELEVS. I 1/2" BITUMINOUS JOINT FILLER AROUND COLUMN z I a SPREAD FOOTING DETAIL REF PLAN AND ELEV FOR CONC SUB AND BEAM REINF, TYP 2-#6 TRIM, TYP REF PLAN FOR CONIC SLAB REINF #6 AT 12'oc EA WAY, CTR AT 8" CONC WALLS. TYP I I I L C. WATERPROOF MEMBRANE, POSITIVE DRAINAGE, TYP I I I 1 I I I I I I 16 AT 12"oc EA WAY, CTR AT 8' CONC WALLS, T1'P 15 AT 12"oc EA WAY, EA FA, TYP 10' THICK TYP I 7F _T_ I I I I I I I I I I I 110 51 FOUNDATION WALL ELEV 0110110113 011111illi EXPIRES APRIL 29, 2019 m J H W 0 Z O r Z D O LL U _! N J w Go E. V! (y cy L L H O LLLYMC Q DESIGNED BY Sdhemmer CormAft ft Group, PLLC 36o-293-9006 JOB NO. 17-091 CAD ME' 17-M I PLOT DATE: S-14 SUPPORT BAR BELOW CAP REINF EA WAY PASS TOP BARS NEAR CENTER OF 246 SUPPORT BARS TYP COL UNDER DISTRIBUTED TENDONS AT DROP CAPS. EXTEND 1 r AND TOP BARS NEAR EDGES OF EA SIDE OF DROP CAPS TYP MILD REINF DROP CAPS OVER DISTRIBUTED STAGGER, EA WAY TENDONS AS REQ'D FOR POST TENSIONING & REBAR 12BANDED TENDONS 3' COVER t1/8' TO DISTRIBUTED 3" TENDONS ,.12w 48'O.C. — 446 Lr24• EA WAY BOT PER PLAN I TYPICAL PILE CAP SECTION S15 SCALE: NONE HIGH POINT SEE PLAN CONTROL POINTS AS TERMINATED TENDONS TYP LIND SHOWN ON PLAN STAGGER AT it AT BANDS CGS (ANCHOR AT NA) STRESSING I �-- END ° < A od - ea. e_ - .• NA — — — • � e 1(' STRAIGHT $T•AIM j a TYP I UNO 1 L112 L112 j L212 L212 I L312 L3112 I L1 j L2 j L3 I EXTERIOR SPAN I INTERIOR SPAN j EXTERIOR SPAN MATH STRESSING I j NO STRESSING NOTES: 1) TENDON CGS SHOWN ON PLAN IS DISTANCE FROM BOTTOM OF SLAB 2)a=0.1 L 3) FOR UNIFORM SLAB NA IS AT MID -DEPTH PARABOLIC TENDON PROFILE 615 SCALE: NONE EDGE OF OPENING WHERE IT OCCURS NBNG OR CENTER OF TENDON TURN 28' • ed e e A ° A �7 PT TENDON SEE PLAN 04 HAIRPIN PLACED RADIALLY TO HOLD TENDONS IN PLANE TENDON OF SLAB AT 17 O.C. NJC_ HAIRPIN SECTION A# HAIRPIN REQ'D WHERE CURVATURE EXCEEDS 1:6 11 PT TENDONS AT OPENING SCALE: NONE RI NM. PT TENDON REINF (TYP) 1.5H W 1.5H MILD REINFORCEMENT TO BE DISTRIBUTED WAN THE DIMENSION LINES, EA WAY DROP CAP 1 I I PER PLAN -- • © '--- I Eli' ADDL REBAR 2' PER 1r MAX PLAN SCALE: NONE PTTENDON NA a —_—_ _— d o • d SUPPORT BARS MIN R AT 420 o.c MAX HAIRPIN PER C ,o Sa BANDED ANCHORAGE REINS J� SCALE: NONE 70 MIN STRAIGHT MAX CURVAIURE—\ TYPICAL 1r MIN 6 11 2• MIN CLR TYP BEAM SECTION DETAIL HAIRPIN PER f # WHERE TENDON CURVATURE EXCEEDS 1$ SEE 1 s SS PT TENDONS AT OPENING SCALE: 3/4"=1"—O" RI POST -TENSIONED GIRDER REINF ANCHORAGE SLAB REINF PER PLAN SYM. SLAB EDGE 1 4 STRAND MAX SUPPORT 6 MAX PER BARS z TYPBEIWEEN BUNDLES LIND MIN SPACING PLAN CC 11 6 MAX GROMMET AT STING END ONLY TOP & BOTOM 36• STRAIGHT THROUGH TENDON #4 24' TOP & BOTTOM TIED TO ANCHORAGES DEAD END ANCHORAGES - V STAGGERED AND PLACED HORIZONTAL IN SLAB 12- NTS BARS SECTION CHARS AT 700.C. MAX. DETAIL AT ANCHORAGE J ADDED TENDON PLACEMENT SCALE: NONE ADIL2#4T&B AT BANDED TENDON AT 6'O.C., EXTENDED II' BEYOND LAST ANCHOR EACH END n I I - _A—_�,_ a 41 E0 NA — — T d e EQ GPI. SUPPORT BARS 1'MAX PTTENDON #4 MIN AT STRESSING TAIL 4rO.C. MAX. 93 HAIRPIN IN BANDED 9" DIRECTION ONLY TOTAL EQUAL TO NUMBER OF ANCHORS2 PLUS 1 BANDED ANCHORAGE REINF 1 N SCALE: NONE PROVIDE 445 X 8'-T EA WAY AT CORNERS WHERE WALLS OCCUR BELOW OPENINGS 110 CLR TYP 1 #S X 3'-0' TOPSOT � DIAGONALS (TYP) J/ 3-#5 (STACKED) TYP z r ALL AROUND TYP (EXCEPT OVER WALLS) -REINF AT SLAB OPENING SEE ELEVATION FOR BEAM REINF, TYP POST -TENSIONED BEAM TENDONS ANCHORAGE, SEE PLAN PT 0EAM TENDON ANCHORAGES SCALE: 3/4"=l'—O" RI SEE ELEVATION FOR CONC BEAM REINF, TYP REF PLAN FOR CONIC COL REINF, TYP SCALE: NONE #4 TOP & BOTTOM NAIL TO FORM BACKUP BARS TIED TO ANCHOR GROMMET 1• MAX 16' MIN 12' ------ _-_ -NA STRESSING TAIL GREASED AND CHAIR FORM PLASTIC WRAPPED 1112 CLR STRAND DISTRIBUTED ANCHOR SCALE: NONE '�'TYP -- TENDON TOP 8 BOT TYP 145 TOP & BOT TYP REDF. FOR OPENINGS IN SLAB,12'-24' SINGLE OPENINGS OF SMALLER DIMENSION DO NOT REQUIRE TRIM BARS. FOR OPENINGS OF LARGER DIMENSION AND MULTIPLE OPENINGS REFER TO 17/S8 REINF AT SLAB OPENING SCALE: 3/4"=l'—O" 2'-6" U ICAL SLAB REINF l0aw-� CONT KEY" W SLAB SECTION VIEW SLAB CONS-T JOINT DETAIL VSL - S5N ANCHOR OR EQUAL GROMMETS AT STRESSING ENS ONLY •. o kAL C 14 3" TYP VSL - S5N ANCHOR OR EQUAL 244 CONT BACK UP BARS DEAD END ANCHORAGE J ANCHORAGE END SCALE: NONE ANCHOR CASTING NAIL TO FORM GROMMET 1• MAX L 16' MIN T -- ----- — -- --NA STRESSING TAIL GREASED AND T FORM PLASTIC WRAPP STRAND HAIRPIN & AWL REBAR PER BANDED ANCHOR SCALE: NONE NOTE: STRESSED ENDS OF TENDONS TERMINATING IN CLOSURE POUR SHALL BE CUT, SEALED & POST GROUTED AFTER TENSIONING TENSIONED - TENDON PLACE AND CONSOLIDATE (DRAPE PER CONCRETE (4000 psi) 60 DAYS PLAN (MIN) AFTER TENSIONING 445 CONT TB REINF PER PLAN 3 1 /2"xl 1/2"xl2" KEYS AT 36" O.C. DETAIL AT CLOSURE POUR SCALE: 3/4"=l'—O" E.XPWM APRIL 29. 2019 ri 0 z LL J U� � H H W U J N c0 m w Q 0 cy i/) N V �•+ Q LW r 0 c MU.YcMQ IESIGNED BY Srdlemmer Consulting Group, PLLC 360-293-9006 JOB NO. 17-091 NO' S-15 CAD IRE 17-M PLOT atm SCALE: 3/4"=l'—O" SILL PLATE NAILING 16d AT 6" O.C., U.N.O. FLOOR SHEATHING E.N. /__ A35 PER SCHED SHEAR W �1 BAY TJI BLKG NAILING AT 48" O.C. CONTINUOUS TJI 1 ECTION AT EXTERIOR WALL 16 SCALE 3/4" = 1'-0" FLOOR SHEATHING E.N 10d AT 4" O.C. U.N.O. SILL PLATE NAILING 16d AT 6" O.C. U.N.O. SA IN WALL NAILING 2X8 FLOOR JOIST HUTF28 2X TO BLKG, TYP. SHEAR WALL SHEAR WALL NAILING NAILING TJI BLOCKING SHEAR WALL SHEATHING CONTINUOUS TJI 4 CORRIDOR FRAMING SECT. ,S16 SCALE 3/4" = 1'-0" SHEAR WALL NAILING FLOOR - 16d TN - AT 6" O.C. U.N.O. SHEAR WALL NAILING SILL PLATE NAILING 16d AT 6" O.C., U.N.O. 16d EA SIDE TJI BLOC -HEADER, SEE PLAN CONTINUOUS TJI SECTION AT EXTERIOR WALL SCALE 3/4" = 1'-0" STRAP AT JOIST MIDLENGTH i FLOOR SHEATHING E.N. 10d hT 4" O.C. U.N.O. I i SILL PLATE NAILING i- 16d AT 6" O.Q. U.N.O. -CONT. STRAP PEA PLAN SHEAR WALL I i NAILING 4 8i 0 J I T HUTF48 2X TO BLKG, TYP BLOCKING SHEAR WALL CONTINUOUS TJI ROOF OR FLOOR ELEVATION TRUSSES AT SPACING PER PLAN OIL ROOF OR FLOOR PLATE ROOF: 10d AT 6' O.C. FLOOR: 10d AT 6' O.C. U.N.O OILROOF OR FLOOR SHEAR TRUSS ELEVATION DRAG FORCE PER TRUSSES AT SIMPSON A35 SPACING PER PLAN AT SPACING PER SHEARWALL SCHED 2X4 CONT., TYF ROOF: 1Od AT 6" O.C. FLOOR: 10d AT 6' O.C.U.N.O. 8d AT 6" O.C. 8d AT 6" O.C., TYP. i Y PLATE I DGE NAILING DGE NAILING SEE 15/32' APA SHEATHING SEE SCHEDULE ti SCHEDULE 8d AT 6" O.C., TYP. ALIGNED CONDITION OFFSET CONDITION SECTION AT INTERIOR SHEAR WALE SHEARWALL END STUDS AT HOLDOWN LOCATION`, HOLDOWN PER PLANS USE ALL FASTENERS S'UD BLOCKING UNDER HD HOLDOWN PER PUNS USE ALL FASTENERS STRAP INSTALLATION OVER WALL SHEATHING I I LE HD STRAP AT EXTERIOR WALL macso SCALE 3/4" = 1'-0" S16 SCALE 3/4" = 1'-0" STRAP AT FRAMING ° SCALE 3/4" = 1'-0" ° CENTERLINE OF COLUMN I 1/4 3 SIDES 1/4 TYPICAL W12 BEAM I STIFF PL 3/8 I EACH SIDE 1 /2" MAX. CAP PLATE 3/4 X9X12 W/ 2-3/4" A325 BOLTS 1-1/2" 3" NOTE: 1. USE LARGER PLATES AND WELDS AS MAY BE REQ'D BY BEAM CONN. SCHEDULE OR BY AISC SPECIFICATION SECTION J2 WELDS. 9 S16 CAD FLE 17-M I I 1/4 II I TS5X5X1/4 WF BEAM AT TS COL [�%us,%Xt;q SCALE: NONE 10 S16 1 1/2" & COL 5/8X11X11 BASE PLATE TYP PLATE W/4-3/4" DR. X 11" LONG I TYP 1/4' • • I - COL & BASE PLATE • • TS5X5X1/4 COLUMN TOP OF CONCRETE BASE PLATE THICKNESS � I N 12"SQ. C z 1 1/2" N.S. GROUT BLOCK OUT a� TYP 1/4„ 3 - #3 TIES TS COL BASE SCALE: NONE C-C SHEAR WALL NAILING SILL PLATE NAILING I 16d AT 6" O.C., U.N.O. FLOOR SHEATHING E.N. I I A35 PER SCHED 1 BAY TJI BLKG AT 48" O.C. CONTINUOUS TJI SECTION AT INTERIOR SHEARWALL SCALE 3/4" = 1'-0" CAP PLATE 3/8" x4"x0'-4 TYP CC66 w/6 HILTI KWIK PRO #12-24 #5 SELF DRILL ° TS 5X5C1/4 POST ° POST PER PLAN 1/2"0 WELDED THREADED NAILER STUD 24"oc EA SIDE, TYP HSS4x4x1/4 JAMB POST PER PLAN HDU8, SSTB28, w/10 HILTI KWIK PRO #12-24 #5 SELF DRILL BASE PLATE 3/8"x5"x0'-6 1/2" SECTION C-C SEE ELEVATION REINF PER PODIUM ELEV. FOR STIR, TYP CONCRETE BEAM PER PIA\_5/8"0x1'-4" EMB ANCHOR BOLT 10 TS COLUMN AT WALL JAMB HD S16 SCALE: NONE 5/8"0x1'-4" EMB ANCHOR BOLT 16 TS5x5x1/4 �TYP I €' 61211 D(PIRES APRIL 29, 2019 i 3 z 5 z G J D U)''^^ _J NDN Q �� LL W coo U J N J N co O) w Q O c W U) Lu � 8 +_+ p~p C MLLYmQ DESIGNED BY Sdwnmer Conwltlrq Group, RX 360-293-9006 JOB NO. 17-091 iSHEET NO. S-16 19/32" 10d AT 6" O.C. TJI TOP CHORD I AT EACH HEADER PER PLAN 2x BLKG WITH 16d TN AT 6" O.C. NOTE —SEE DETAIL 4/S17 FOR PARAPET ATTACHMENT ROOF SECTION AT STAIRWELL SCALE 3/4" = 1'-0" r-FLOOR SHEATHING E.N. 10d AT 4" 0_C. U.N.O. SILL PLATE NAILING 16d AT 6" O.C. U.N.O. WALL NAILING WALL NAILING -TJI BLOCKING ROOF EX TRUSS BLKG PER MFGR, ROOF SHEATHING PER PLAN ROOF TRUSS PER MFGR-\ H2.5 AT BACH TRUSS TRUSS BLOCKING ® 48 ROOF SECT. AT EXT. FLOOR SHEATHING E.N. 10d AT 4" O.C. U.N.O. SILL PLATE NAILING 16d AT 6" O.C. U.N.O. SHEAR WALL NAILING 2X6 FLOOR JOIST `-HUTF26 2X TO BLKG, TYP. SHEAR WALL NAILING `TJI BLOCKING SCALE WALUSTA RWELL /4" - 1' 0" 3 17. 2X SCAB PARAPET_ AT EACH TRUSS ROOF EX 2X6 BLKG BETWEEN STUDS T& ROOF TRUSS PER MFGR: ROOF SHEATHING PER PLAN-N H2.5 CLIP STUD TO TRUSS ROOF SE i STRAP AT JOIST MIDLENGTH EARWALL NAILING PER SCHED. SHEATHING SILL PLATE NAILING PER SCHED. ALL NAILING PER SCHED. NAILING PER SCHED. PER PLAN HALL NAILING PER SCHED. CTION AT EXT. SCALE 3/4" = 1'-0" TJI WALE FLOOR EX ITT TJI TRUSS HANGER FLOOR TRUSS PER MFGR: TRUSS PER TJI ITT 2X SCAB PARAPET HEARWALL NAILING PER SCHED. AT EACH TRUSS ROOF E.N� /-WALL SHEATHING SHEARWALL SILL PLATE NAILING PER SCHED. ROOF TRUSS PER MFGR. HEARWALL NAILING PER SCHED. ROOF SHEATHING PER PLA H2.5 AT EACH TRUSS TO SCAB PARAPET T&B IFT71 �SHEARWALL NAILING PER SCHED. PER PLAN TRUSS BLOCKING @ 48"O.C.SEARWALL VEADER NAILING PER SCHED. (1) ROOF SECTION AT EXT. WALL SHEATHING PER PLAN SILL PLATE NAILING PER SCHED. TALL NAILING PER SCHED. SHEATHING PER PLAN PER PLAN AT PLATE 5 TJI AT ELEVATOR 6 FLOOR JOIST AT ELEVATOR STRAP AT FRAMING 8 FLOOR FRAMING AT BM CORK DOR '17 SCALE 314" = 1'-0" S17 SCALE 314" = 1'-0" S17 SCALE 314" = 1'-0" 517 SCALE 314" = 1'-0" FLOOR EX 1/2" DIA. HEADED STUD®16" O.C. CONT.2X12 NAILE ITT TJI TRUSS HANGE FLOOR TRUSS PER MFGR.-\ SHEATHING SILL PLATE NAILING PER SCHED. TALL NAILING PER SCHED. SHEATHING PER PLAN TRUSS BLOCKING ® 48"O.C: \ \--FLOOR JOIST PER PLAN HUTF28 HANGER AT PLATE TRUSS P R PLA �W12X79 TJI ITT HANGER-/ g FLOOR WALL FRAMING AT W BM 10 1 7 SCALE 314" = 1'-0" S 17. TJ - LOOR SHEATHING E.N. 502 AT 4" O.C. U.N.O. SILL PLATE NAILING 16d AT 6" O.C. U.N.O. WALL NAILING WALL NAILING \-TJI AT ELEVATOR SCALE 314" = 1'-0" END STUDS IN LOCATIONS R PLANS TENERS KING R PLANS TENERS HD AT INTERIOR WALL SCALE 3/4" = 1'-0" SCALE 3/4" = Y ROOF: 10d AT 6" O.C. 2X8 ROOF JOIST HUTF28 2X TO BLKG, TYP. SHEAR WALL SHEAR WALL J NAILING NAILING TJI BLOCKING SHEAR WALL SHEATHING CONTINUOUS TJI 12 CORRIDOR FRAMING SECT. �17 SCALE 3/4" = 110" al EXPIN3 APRIL 29,.2T w O 2 (l) O M J N J N w Go A+ W Q w QQ Cy N W $ O ~ O C LjLYMQ DESIGNED BY Schemmer Corw/tlng Group, PLLC MO-293-9006 CAD FM 17.M Oxus nu. 17-091 S-17