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HomeMy WebLinkAboutB14-0224_S4.0_1407262320.pdf 44v14 OF teatA ��Aari , ' GENERAL NOTES �� 2 ! �, �_ j� �, • 1. LIVE LOADS USED IN DESIGN: B. IF CONCRETE SUPPLIER PROPOSES USE OF FLYASH HE SHALL PROVIDE OWNER WITH H. PREFABRICATED WOOD MEMBERS SHALL BE THE TYPE NOTED ON THE DRAWINGS AND ' 44 illitir.0 LEA. ROOF SHALLOWER 4:12 100 PSF OFT ALL CONCRETE TER NSHAG LL TEXCEED TWCC1.5ION T33IFEC0(OR F I57,000 FD. THE OCUNORMAL WEIGHTLUS OF SHALL SHALL BE REVIEWSHALL BE ED SBY THES M ENGINEER. TOBBEY BCCONSIDEREDISE ,�AALTERNATES N. RSHALL NATES kJ "' CONCRETE). HAVE A LOAD CAPACITY IN BENDING, SHEAR AND DEFLECTION EQUAL TO OR GREATER �2j S it m B. ROOF STEEPER 4:12 80 PSF THAN THE SIZE SHOWN ON THE DRAWINGS. WEB BLOCKING AND BRIDGING TO BE AS % 2X6 AT 1'-0" dolt C. CONTRACTOR SHALL SAWCUT OR TROWELCUT JOINTS IN SLABS ON GRADE. JOINTS REQUIRED BY THE JOIST MANUFACTURER. STUD WALL WITH00 NEW 5" SLAB-ON-GRADE C. STORE FLOOR 100 PSF SHALL BE SPACED 10 FEET AND SAWCUT OR TROWELCUT 1/4 OF SLAB DEPTH X 3/16" GYP. SHEATHING WITH 6X6 W2.IXW2.1 W.W.Ftee_ ott, . WIDE WITHIN 12 HOURS AFTER POURING. CARRY ALL SLAB REINFORCEMENT THROUGH I. LAMINATED VENEER LUMBER MEMBERS SHALL HAVE THE FOLLOWING STRESS 'II EACH SIDE D. OFFICE FLOOR 60 PSF JOINT. CAPACITIES: FB = 2800 PSI, E = 2,000,000 PSI, FC = 750 PSI, FV = 285 PSI. -#4 X_2'-O" EPDXY DOWEL f 1167 �� 2X6 TREATEDwiej BUILT UP MEMBERS SHALL BE CONNECTED IN ACCORDANCE WITH MANUFACTURERS' 4" DEEP INTO EXISTING E. MECHANICAL ROOM 100 PSF D. SLABS, TOPPING, FOOTINGS, BEAMS AND WALLS SHALL NOT HAVE JOINTS IN A RECOMMENDATIONS. CONTRACTOR SHALL HAVE THE OPTION OF USING 3 1/2" OR j PLATE WITH SLAB-ON-GRADE AT I'-4" lao) 1°'' 1/2" m X10" HORIZONTAL PLANE. ANY STOP IN CONCRETE WORK MUST BE MADE AT THIRD POINT OF 5 1/4" WIDE MEMBERS. ANCHOR BOLT F. IMPORTANCE FACTORS SPAN WITH VERTICAL BULKHEADS AND HORIZONTAL SHEAR KEYS UNLESS OTHERWISE AT 2'-O" 08/05/14 GG CATEGORY I SHOWN. ALL CONSTRUCTION JOINTS SHALL BE AS DETAILED OR AS REVIEWED BY THE 11. NON-STRUCTURAL ELEMENTS _ SEISMIC FACTOR IE I ENGINEER. x-x-x- z-1-x SNOW FACTOR IS I A. ELEMENTS SUCH AS NON-BEARING PARTITIONS, ETC. ATTACHED TO AND/OR , • WIND FACTOR IW I E. ALL CONCRETE WORK AND REINFORCEMENT DETAILING SHALL BE IN ACCORDANCE SUPPORTED BY THE STRUCTURE SHALL TAKE INTO ACCOUNT DEFLECTIONS AND -, °Ooo4 o .0 A.(4,000 WITH ACI BUILDING CODE 318 LATEST EDITION, UNLESS NOTED OTHERWISE. USE OTHER STRUCTURAL MOVEMENTS. ' IIf Ilf= ' - 4 IIi=ii I-' G. WIND STANDARD HOOKS FOR DOWELS UNLESS NOTED OTHERWISE. ALL EXPOSED EDGES OF .11��III=11 S S 1-1111 11 PIERCE 3 SECOND GUST 90 MPH CONCRETE WORK SHALL HAVE 3/4 INCH CHAMFER. B. FIRE PROTECTION FOR ALL STRUCTURAL PARTS SHALL BE PROVIDED AND SHALL MEET IIII > z 1111 _2•-c.". FASTEST MILE 90 MPH ALL CODE REQUIREMENTS FOR THE TYPE OF CONSTRUCTION SPECIFIED BY THE (2)- CONT. I' J Q z I #5 AT I'-0" X71 0 + F R Y E EXPOSURE B 7. REINFORCEMENT ARCHITECTURAL DRAWINGS. STRUCTURAL STEEL MEMBERS SHALL BE CONSIDERED W 0 Ol UNRESTRAINED UNLESS NOTED OTHERWISE. 2 H. LIVE LOADS ARE REDUCED PER CODE IF APPLICABLE. A. ALL REINFORCING SHALL BE HIGH-STRENGTH DEFORMED BARS CONFORMING TO ASTM _ ~ I ~ - Q ARCHITECTS A615, GRADE 60 EXCEPT TIES, STIRRUPS AND PLATE ANCHORS WHICH SHALL BE 12. GENERAL t K q. _v I. CODE USED IN DESIGN: INTERNATIONAL BUILDING CODE, 2012 EDITION. DEFORMED BARS, ASTM DESIGNATION A615, GRADE 40 OR ASTM A706 GRADE 60. / 11 A. ENGINEER'S ACCEPTANCE MUST BE SECURED FOR ALL STRUCTURAL SUBSTITUTIONS. #5 AT 1'-0" IL 6 V 2. DEFERRED SUBMITTAL B. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 GRADE 65 AND SHALL BE VERTICAL AND w a a San Francisco Office LAPPED ONE FULL MESH AT SIDE AND END SPLICES AND WIRED TOGETHER. B. VERIFY ALL OPENINGS THROUGH FLOORS, ROOF AND WALLS WITH MECHANICAL AND HORIZONTAL Q O��` A. DEFERRED SUBMITTALS PER SECTION 106.3.4.1 SHALL BE SUBMITTED TO THE BUILDING ELECTRICAL CONTRACTORS. VERIFICATION OF LOCATIONS, SIZES, LINTELS AND _ Tel: 415.392.4433 OFFICIAL AND THE DESIGN PROFESSIONALS AND REVIEWED PRIOR TO INSTALLATION. C. REINFORCEMENT PROTECTION UNLESS NOTED OTHERWISE: REQUIRED CONNECTIONS ARE CONTRACTOR'S COMPLETE RESPONSIBILITY. #5 AT 1'-0" X kfl 0 Truckee Office 1. CONCRETE POURED AGAINST EARTH 3" Tel: 530.214.0899 ii� i B. DEFERRED SUBMITTALS ARE: 2. CONCRETE POURED IN FORMS (EXPOSED TO WEATHER OR EARTH) 2" C. PRIOR TO INSTALLATION OF MECHANICAL AND ELECTRICAL EQUIPMENT OR OTHER -I 1. STEEL FRAMING SHOPDRAWINGS 3. COLUMNS AND BEAMS (TIE BARS) 1-1/2" ITEMS TO BE ATTACHED TO THE STRUCTURE, ENGINEER'S APPROVAL OF CONNECTIONS mL =11F�, I - . ,�=11f Vail Office 4. SLABS AND WALLS (NOT EXPOSED TO WEATHER) 3/4" AND SUPPORTS SHALL BE OBTAINED. UNLESS SPECIFICALLY DETAILED ON y II-11-I I II-11 Tel: 970.949.0899 C. ALL DEFERRED SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS, RESPECTIVE SUBCONTRACTOR 1'-0" ,111 IIIi. �� LICENSED PROFESSIONAL ENGINEER RESPONSIBLE FOR THE PREPARATION OF THESE D. REINFORCEMENT PLACEMENT AND TOLERANCES SHALL BE IN ACCORDANCE WITH SHALL FURNISH ALL HANGERS, CONNECTIONS, ETC., REQUIRED FOR INSTALLATION OF j I II www.PierceFrye.com DOCUMENTS. SECTIONS 7.5, 7.6 AND 7.7 OF ACI 318, LATEST EDITION. HIS ITEMS. 0 .` - info@PierceFrye.com ., 3. TESTING, INSPECTIONS AND OBSERVATIONS: E. NO SPLICES OF REINFORCEMENT SHALL BE MADE EXCEPT AS DETAILED OR D. PROVIDE ALL EMBEDDED ITEMS IN STRUCTURE AS NOTED ON ARCHITECTURAL, -9(1\VIII ' -� O_ ! 11111,. AUTHORIZED BY THE STRUCTURAL ENGINEER. LAP SPLICES, WHERE PERMITTED, SHALL MECHANICAL, ELECTRICAL AND STRUCTURAL DRAWINGS. MISCELLANEOUS EMBEDDED '-111=111= 7111=111=1 l'‘ A. THE STRUCTURAL ENGINEER DOES NOT PROVIDE INSPECTIONS OF CONSTRUCTION. BE A MINIMUM OF 48 BAR DIAMETERS FOR #6 BARS AND SMALLER UNLESS NOTED ITEMS AND ANCHOR BOLTS SHALL BE FURNISHED BY STEEL SUPPLIER AND INSTALLED m I=Tr -ii ' STRUCTURAL ENGINEER MAY MAKE PERIODIC OBSERVATIONS OF THE OTHERWISE. MAKE ALL BARS CONTINUOUS AROUND CORNERS. BY CONCRETE CONTRACTOR. STEEL SHALL FULFILL ASTM A36. \_ 4" 8" RE: PLAN 8" 4" CONSTRUCTION; SUCH OBSERVATIONS SHALL NOT REPLACE REQUIRED INSPECTIONS BY THE GOVERNING AUTHORITIES OR SERVE AS "SPECIAL F. PLACE TWO #5 (PER 8" THICKNESS) WITH 2'-0" PROJECTION AROUND ALL OPENINGS E. PROVIDE ASPHALTIC MASTIC-COATING ON ALL STEEL AND WOOD EXPOSED TO EARTH. �/� #5 AT 10" EACH WAY INSPECTIONS" AS MAY BE REQUIRED BY CHAPTER 17 OF THE INTERNATIONAL IN CONCRETE WALLS, SLABS, AND BEAMS. ALSO PROVIDE TWO #5 X 4'-0" DIAGONALLY , BUILDING CODE. AT EACH CORNER. F. SUBMIT SHOP AND ERECTION DRAWINGS TO ENGINEER FOR REVIEW OF ALL STRUCTURAL S OT I ON 1 STEEL. THE MANUFACTURING OR FABRICATION OF ANY ITEMS PRIOR TO WRITTEN � / B. THE FOLLOWING WORK SHALL BE INSPECTED BY THE SPECIAL INSPECTOR UNLESS 8. STRUCTURAL STEEL REVIEW OF SHOP DRAWINGS WILL BE ENTIRELY AT THE RISK OF THE CONTRACTOR. '," SPECIFICALLY WAIVED BY THE BUILDING OFFICIAL. SHOP DRAWINGS NOT REVIEWED AND STAMPED BY CONTRACTOR PRIOR TO SUBMITTING % 3/4" = 1'-0" 1. SOIL PREPARATION A. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A36 EXCEPT WIDE FLANGE BEAMS WILL BE RETURNED AND NOT REVIEWED. - a. EARTHWORK EXCAVATION, PLACEMENT AND COMPACTION OF FILL WHICH SHALL CONFORM TO ASTM 992, (50 KSI) AND EXCEPT PIPE COLUMNS WHICH AND IN-PLACE DRY DENSITY OF THE COMPACTED FILL FOR CONFORMANCE SHALL CONFORM TO ASTM A53 AND TUBE COLUMNS TO ASTM A500, GRADE B, LATEST G. WATERPROOFING, VAPOR BARRIERS, WATERSTOP, ETC., SHALL BE AS SHOWN ON THE WITH THE APPROVED REPORT. EDITIONS. STEEL SUPPLIER MAY PROVIDE ASTM A572, GRADE 50 AT HIS OPTION. ARCHITECTURAL DRAWINGS AND AS INDICATED IN THE SPECIFICATIONS. ININ 2. CONCRETE CONSTRUCTION MISCELLANEOUS EMBEDDED ITEMS SHALL BE A36 STEEL. W Sp ' a. PERIODIC INSPECTION OF REINFORCING STEEL. H. ALL MASONRY AND STONE VENEERS SHALL BE ATTACHED TO INTERIOR AND EXTERIOR L co b. PERIODIC VERIFICATION OF USE OF REQUIRED DESIGN MIX. B. ALL STRUCTURAL BOLTS SHALL BE A325N INSTALLED TO A MINIMUM SNUG TIGHT WALLS AS SPECIFIED IN SECTION 1405 OF THE INTERNATIONAL BUILDING CODE. EXISTING CMU WALLmml:::: c. CONTINUOUS INSPECTION AT THE TIME FRESH CONCRETE IS SAMPLED CONDITION. ALL ANCHOR BOLTS SHALL CONFORM TO ASTM A307 UNLESS NOTED EXISTING SLAB-ON / BEYOND I O TO FABRICATE SPECIMENS FOR STRENGTH TESTS, PERFORM SLUMP AND OTHERWISE. I. ALL DIMENSIONS ON STRUCTURAL DRAWINGS SHALL BE CHECKED AGAINST FIELD GRADE li r#T� v AIR CONTENT TESTS AND DETERMINE THE TEMPERATURE OF THE CONCRETE. CONDITIONS AND ARCHITECTURAL DRAWINGS. i NEW CONCRETE INFILL C j - AT NEW DOOR OPENING d. CONTINUOUS INSPECTION OF CONCRETE PLACEMENT FOR PROPER C. STRUCTURAL STEEL SHALL BE DETAILED AND FABRICATED IN ACCORDANCE WITH THE ` ni __' APPLICATION TECHNIQUES. LATEST PROVISIONS OF AISC "MANUAL OF STEEL CONSTRUCTION." J. CONTRACTOR SHALL VERIFY ALL ASSUMED EXISTING CONDITIONS. IF CONDITIONS ��/f1 e. PERIODIC INSPECTION FOR MAINTENANCE OF SPECIFIED CURING ARE DIFFERENT THAN ASSUMED, NOTIFY ENGINEER. - 1 TEMPERATURE AND TECHNIQUES. D. EXCEPT WHERE DETAILED OTHERWISE, FABRICATOR SHALL SELECT STEEL 3. STEEL CONSTRUCTION CONNECTIONS PER AISC "MANUAL OF STEEL CONSTRUCTION" (ASD), TABLE 11-A K. PRE-MANUFACTURED STAIRS, HANDRAILS, AND GUARDRAILS NOTED ON PLAN SHALL " L a. ALL WELDING SHALL RECEIVE CONTINUOUS SPECIAL INSPECTION AND/OR RISC "SIMPLE SHEAR CONNECTION MANUAL" WITH A325 N BOLTS (OR WELDED HAVE ALL ENGINEERING, DESIGN AND DETAILING PROVIDED BY STAIR DESIGNER AND I-III-III-III=III=III-II I-III-III-III-III-III-I EXCEPT THE FOLLOWING: EQUIVALENT) TO SUPPORT LOADS INDICATED ON THE STRUCTURAL DRAWINGS. WHEN SHALL BE SUBMITTED FOR ARCHITECTS REVIEW BEARING THE SEAL OF A -111=111=111=1 11=111=111= I I=1 11=111=111=111=111= ' 1. WELDING DONE IN AN APPROVED FABRICATOR'S SHOP IN LOADS ARE NOT SHOWN, SELECT CONNECTION TO SUPPORT 60% THE TOTAL UNIFORM PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF COLORADO. STAIRS SHALL I-I 11-I 11-III-III-III-11I I I I-III-III-III-III-IC- 0 > ill ACCORDANCE WITH SECTION 1704.3. LOAD CAPACITY PER AISC "MANUAL OF STEEL CONSTRUCTION" FOR EACH GIVEN BEAM BE DESIGNED TO SUPPORT A LIVE LOAD OF 100 PSF. SEE ARCHITECTURAL DRAWINGS U b. THE SPECIAL INSPECTOR NEED NOT BE CONTINUOUSLY PRESENT AND SPAN. FOR ADDITIONAL REQUIREMENTS AND CRITERIA. \ :II. DURING WELDING OF THE FOLLOWING ITEMS, PROVIDED THE MATERIALS, III 1 p WELDING PROCEDURES AND QUALIFICATIONS OF WELDERS ARE E. ALL WELDERS SHALL HAVE EVIDENCE OF PASSING THE AMERICAN WELDING SOCIETY II=.. 1= 111= 1=III=III= f=11 CID > 0 VERIFIED PRIOR TO THE START OF WORK; PERIODIC INSPECTIONS ARE STANDARD QUALIFICATIONS TESTS AS OUTLINED IN AWS-D1.1. ''I-lii. "-111_ CUT DOWN EXISTING MADE OF WORK IN PROGRESS; AND A VISUAL INSPECTION OF ALL WELDS �. WALL TO BELOW SLAB tp % IS MADE PRIOR TO COMPLETION OR PRIOR TO SHIPMENT OF SHOP F. MINIMUM WELDS TO BE PER AISC TABLE J2.4 BUT NOT LESS THAN 3/16" CONTINUOUS N WELDING. FILLET UNLESS NOTED OTHERWISE. 1. SINGLE PASS FILLET WELDS NOT EXCEEDING 5/16" IN SIZE. 2. WELDING OF STAIRS AND RAILING SYSTEMS. G. PROVIDE ANCHOR BOLTS FOR BEAMS BEARING ON MASONRY UNLESS OTHERWISE - c. VERIFY WELD FILLER MATERIALS CONFORM TO AWS SPECIFICATIONS NOTED. - ,',, ___, e C T I 01\1 2 AND MANUFACTURER'S CERTIFICATE OF COMPLIANCE IS REQUIRED. 3/4" = 1'-0" , d. PERIODIC INSPECTION OF THE STEEL FRAME TO VERIFY COMPLIANCE H. PROVIDE TEMPORARY BRACING AND PRECAUTIONS NECESSARY TO COMPLY WITH ALL I \ ����� WITH THE DETAILS SHOWN ON THE APPROVED CONSTRUCTION DOCUMENTS STEEL ERECTION STANDARDS AND TO WITHSTAND ALL CONSTRUCTION AND/OR \\ SUCH AS BRACING, STIFFENING, MEMBER LOCATIONS AND PROPER LATERAL LOADS UNTIL ALL FIELD CONNECTIONS ARE COMPLETED AND PERMANENT APPLICATION OF JOINT DETAILS AT EACH CONNECTION. LATERAL SYSTEMS AND DECKS ARE IN PLACE. VII\I e. VERIFY STRUCTURAL STEEL MATERIAL CONFORMS TO ASTM STANDARDS \ 1/ SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND I. STEEL FABRICATOR SHALL NOT RECEIVE ADDITIONAL COMPENSATION FOR SHOP j MANUFACTURER'S CERTIFIED MILL TEST REPORTS. DRAWING TIME FOR ANY REVISIONS TO ERECTION DRAWINGS NOR FOR ANY REVISIONS di f. PERIODIC VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS TO PIECE DRAWINGS PRIOR TO ENGINEER'S APPROVAL OF ERECTION DRAWINGS. II FOR CONFORMANCE TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS AND MANUFACTURER'S CERTIFICATE OF 9. NON-SHRINK GROUT Issue Date: COMPLIANCE. 06/13/2014 Permit g. PERIODIC INSPECTION OF BEARING TYPE CONNECTORS WITH HIGH A. NON-SHRINK GROUT SHALL BE PROVIDED: 07/07/2014 A Revision STRENGTH BOLTS. 1. BETWEEN COLUMN BASES AND CONCRETE OR MASONRY SUPPORTS. 07/10/2014 LPermitRevision 1. WHILE THE WORK IS IN PROGRESS, THE SPECIAL INSPECTOR 2. BETWEEN BEAM BEARING PLATES AND CONCRETE OR MASONRY SUPPORTS. SHALL DETERMINE THAT THE REQUIREMENTS FOR BOLTS, NUTS, 3. GROUT SHALL BE COMPLETE AND HAVE A MINIMUM COMPRESSIVE STRENGTH WASHERS AND PAINT, BOLTED PARTS AND INSTALLATION AND OF 6000 PSI PRIOR TO ADDING BUILDING LOADS ABOVE. TIGHTENING IN SUCH STANDARDS ARE MET. FOR JOINTS REQUIRED TO BE TIGHTENED ONLY TO THE SNUG-TIGHT CONDITION, THE SPECIAL 10. WOOD e INSPECTOR NEED ONLY VERIFY THAT THE CONNECTED MATERIALS HAVE BEEN DRAWN TOGETHER AND PROPERLY SNUGGED. A. ALL FRAMING AND TRUSS LUMBER SHALL BE DRY DOUGLAS FIR, LARCH, GRADED BY /, WESTERN WOOD PRODUCTS ASSOCIATION AND CONFORMING TO INTERNATIONAL V/ 4. FOUNDATIONS BUILDING CODE AS FOLLOWS: ,/ A. THE ALLOWABLE SOIL BEARING PRESSURE ASSUMED IN DESIGN IS 2500 PSF. THE 2" THICK - 4" TO 6" WIDE (WALL STUD ONLY) STUD Fb = 700 PSI CONTRACTOR SHALL RETAIN A LICENSED SOILS ENGINEER TO INSPECT THE 2" TO 4" THICK - 6" AND WIDER NO. 2 Fb = 900 PSI FOUNDATION EXCAVATION. SOILS ENGINEER SHALL VERIFY IN WRITING THE ACTUAL 5" THICK - 5" AND WIDER NO. 1 Fb = 1350 PSI SOILS CAPACITY IS EQUAL TO OR GREATER THAN ASSUMED. NOTED ALLOWABLE STRESSES ARE MINIMUMS AND FOR NONREPETITVE USES PRIOR TO ALLOWABLE STRESS INCREASES. C. ALL FOOTING BEARING ELEVATIONS SHOWN ARE ASSUMED. EXACT BEARING ELEVATIONS SHALL BE VERIFIED IN THE FIELD WITH ACTUAL CONDITIONS BY B. WHEN PRESERVATIVE TREATED LUMBER IS REQUIRED BY CODE ALL CONNECTIONS AND CONTRACTOR WITH APPROVAL OF SOILS ENGINEER AND ALL BOTTOMS OF FOOTINGS NAILING SHALL BE ADEQUATELY GALVANIZED (DOUBLE DIPPED OR BETTER). SHALL BE A MINIMUM OF 48" BELOW EXTERIOR GRADE. C. TREATED SILL PLATE LUMBER MAY BE HEM-FIR, STRUCTURAL #1 GRADE. C. ALL FOOTINGS ARE TO BE PLACED ON FIRM, UNDISTURBED, NATURAL SOIL OR � �/ PROPERLY COMPACTED BACKFILL, APPROVED BY THE SOILS ENGINEER. BACKFILL D. PROVIDE METAL CROSS BRIDGING NOT OVER 8' ON CENTER FOR ALL 2X WOOD JOISTS. SHALL BE COMPACTED TO 95% (MINIMUM) MODIFIED PROCTOR DENSITY PER ASTM *�t`irhea' SOLID BLOCKING BETWEEN ALL JOISTS AT ALL SUPPORTS AND ENDS OF CANTILEVERS ��* `'a D1557 UNLESS OTHERWISE RECOMMENDED IN THE SOILS REPORT. IF SOFT SPOTS ARE IS REQUIRED. o4,0••7.--C ,f ��G/ '.. , , ENCOUNTERED REMOVE SOIL AND RECOMPACT WITH APPROVED FILL (RE: SOIL � P. .a . REPORT FOR DESCRIPTION OF BEARING SOIL .* . . Si0 E. FASTEN ALL WOOD MEMBERS WITH COMMON NAILS ACCORDING TO THE IBC SCHEDULE ; .,1, II TABLE 2304-9.1 UNLESS NOTED OTHERWISE. � �' D. CONTRACTOR SHALL BACKFILL EQUALLY ON EACH SIDE OF FOUNDATION WALLS IN 12 j C/11. 25 '99 4'c'< INCH MAXIMUM VERTICAL LIFTS OR AS RECOMMENDED IN THE SOILS REPORT. REFER F. LAMINATED BEAMS i F • TO SOILS REPORT FOR BACKFILL MATERIAL. 1. ALL LAMINATED MEMBERS SHALL BE FABRICATED OF DOUGLAS FIR LARCH AT LESS THAN 12 PERCENT MOISTURE CONTENT IN ACCORDANCE WITH WCLIB. ALL ! 4 a E. CENTER ALL FOOTINGS UNDER WALLS, COLUMNS OR GRID LINES UNLESS NOTED SIZES SHOWN ARE NET. . .,,�' E-. .r -a"'' OTHERWISE ON PLANS. 2. LAMINATED MEMBER SHALL BE DETAILED AND FABRICATED IN ACCORDANCE • ..a•W' �. WITH THE STANDARD SPECIFICATIONS FOR THE DESIGN AND FABRICATION OF F. CONTRACTOR TO PROVIDE, AT HIS EXPENSE, FIELD DENSITY TESTS ON COMPACTED STRUCTURAL GLUE LAMINATED TIMBER, LATEST EDITION AS PUBLISHED BY AITC. FILL UNDER FOOTINGS AND INTERIOR SLABS-ON-GRADE. 3. PROVIDE UNITS CONFORMING TO AITC 117, 24FV8, D.F. FOR CONTINUOUS Drawing Title: MEMBERS AND CANTILEVERS AND 24FV4, D.F. FOR SIMPLE SUPPORT MEMBERS. G. NOTIFY SOILS ENGINEER WHEN EXCAVATION IS COMPLETED SO THAT CONDITIONS MAY MEMBERS SHALL BE DESIGNED WITH ZERO CAMBER WITH TOP SURFACE CLEARLY BE INSPECTED PRIOR TO PLACEMENT OF ANY FILL OR CONCRETE. STAMPED ON EACH MEMBER. , \ !. E 0 U N i A TI 0\ Q � H. FOR SOIL DRAINAGE REQUIREMENTS REFER TO SOILS REPORT AND CIVIL DRAWINGS. G. PLYWOOD DECK AND/OR ORIENTED STRAND BOARD. ,/ DETAILS 0 1. PANEL THICKNESS SHALL BE AS SHOWN ON THE DRAWING. APPLICATION SHALL 6 5. SLAB ON GRADE BE IN ACCORDANCE WITH RECOMMENDATIONS OF THE AMERICAN PLYWOOD , 1 - ASSOCIATION. c A. THE PREPARATION OF THE SUBGRADE FOR THE SLAB ON GRADE SHALL BE IN STRICT 2. EACH PANEL SHALL BE IDENTIFIED WITH THE GRADE-TRADEMARK OF THE j N ACCORDANCE WITH THE PROJECT SOILS REPORT REFERENCED ABOVE. THE AMERICAN PLYWOOD ASSOCIATION AND SHALL MEET THE REQUIREMENTS OF m j CONTRACTOR SHALL DIRECT QUESTIONS REGARDING THE SUBGRADE PREPARATION U.S. PRODUCTS STANDARD PSI, LATEST EDITION FOR PLYWOOD. ALL PANELS REQUIREMENTS TO THE GEOTECHNICAL ENGINEER. WHICH HAVE ANY EDGE OR SURFACE PERMANENTLY EXPOSED TO THE Date: June 13, 2014 = WEATHER SHALL BE OF THE EXTERIOR TYPE. o B. MOVEMENT OF THE SLAB ON GRADE MAY CAUSE DAMAGE TO ANYTHING CONNECTED 3. FOR FLOORING USE 3/4" T&G STURD-I-FLOOR SHEATHING GLUED AND NAILED v- TO BOTH THE SLAB AND OTHER PORTIONS OF THE SUPERSTRUCTURE. ISOLATION WITH 10D NAILS AT 6" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG Project No: 9575 LO DETAILS FOR PARTITION WALLS, BASEBOARDS, PIPING AND OTHER ITEMS MAY BE INTERMEDIATE SUPPORTS. in REQUIRED. REFER TO THE APPROPRIATE DRAWINGS OR CONSULT WITH THE 4. FOR ROOF USE 5/8" (40/20 SPAN RATING) EXPOSURE I SHEATHING NAILED , Drawn by: AVN 0li � RESPONSIBLE MEMBER OF THE DESIGN TEAM PRIOR TO CONNECTING ITEMS TO BOTH WITH 10D NAILS AT 4" ON CENTER ALONG PANEL EDGES AND AT 12" ALONG U THE SLAB ON GRADE AND OTHER PORTIONS OF THE SUPERSTRUCTURE. INTERMEDIATE SUPPORTS. % Checked by: HS - 5. EXTERIOR WALLS SHALL HAVE ONE LAYER OF 1/2" EXPOSURE I PLYWOOD OR - E 6. CONCRETE OSB SHEATHING NAILED WITH 8d (OR 10d) NAILS AT 6" ON CENTER ALONG PANEL Sheet: c EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS. ALL PANEL EDGES A. ALL CAST-IN-PLACE CONCRETE SHALL BE MADE WITH TYPE I/II PORTLAND CEMENT, SHALL BE BLOCKED. L STONE AGGREGATE AND SHALL SATISFY THE FOLLOWING REQUIREMENTS: 6. FLOORS AND ROOF SHEATHING SHALL BE INSTALLED WITH THE FACE GRAIN ° PERPENDICULAR TO SUPPORTS WITH END JOINTS STAGGERED. ��, CONCRETE ITEM F'C MIX TYPE MAX W/C RATIO % AIR REQ. 7. INSTALL SUITABLE EDGE SUPPORT BY USE OF PLYCLIPS, TONGUE AND in 14521. 0 CI GROOVE PANELS OR SOLID WOOD BLOCKING SUPPORTS. - L.0 FOOTINGS 3000 psi STD --- --- S, � p --- ___ // �� �/I/I/ �\� ©2014/2015 PIERCE FRYE ARCHITECTS FOUNDATION WALLS 4000 psi STD INTERIOR SLABS ON GRADE 4000 psi STD 0.50 .- / I/ BEAMS, WALLS AND COLUMNS�� 4000 p� STD �� 0.50 �� � � �� /II\�\�\�/� /I/�/�\ \ice I � VV