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<br /> GENERAL STRUCTURAL NOTES
<br /> A. BUILDING CODE: E. CONCRETE:
<br /> I. STRUCTURAL AND MISC. STEEL: K. WOOD: M. SPECIAL STRUCTURAL INSPECTION:
<br /> 1. CITY OF EVERETT: 2015 INTERNATIONAL BUILDING CODE 1. CONCRETE MATERIAL PROPERTIES:
<br /> a. ALL CONCRETE TO BE A MINIMUM OF 3000 PSI AT 28 DAYS, UNLESS 1. MATERIAL PROPERTIES: 1. DIMENSIONAL LUMBER: ALL TO BE GRADE STAMPED PER W.C.L.B. RULES. 1. SPECIAL INSPECTION IS REQUIRED IN ACCORDF�NCE WITH I.B.C. SECTION
<br /> NOTED OTHERWISE. a. TO BE ASTM A 36 UNLESS NOTED OTHERWISE. a. ALL WOOD TO BE D. FIR#1 UNLESS OTHERWISE NOTED. 1704 FOR THE FOLLOWING ITEMS BY A SPECIAL INSPECTOR. �
<br /> B. DESIGN LOADS: b. FOR ALL INTERIOR SLAB ON GRADE CONCRETE REFERENCE b. ALL W SHAPES TO BE ASTM A 572, GRADE 50,OR ASTM A 992 GRADE 50. b. PURLINS TO BE D. FIR DENSE#1. 2. ALL SPECIAL INSPECTORS SHALL BE UNDER THE SUPERVISION OF A
<br /> SPECIFICATION SECTION 3310. c. SQUARE OR RECTANGULAR HSS TUBES TO BE ASTM A 500, GRADE C, c. FRAMING LUMBER TO HAVE A MINIMUM Fb OF 900 PSI AND A MINIMUM REGISTERED CIVIL OR STRUCTURAL ENGINEER.
<br /> 1. ROOF LIVE LOAD=20 PSF(ON HORIZONTAL PROJECTION, REDUCIBLE)OR 300 Ibs. c. ALL CONCRETE CONSTRUCTION SHALL COMPLY WITH Fy= 50 KSL Fc OF 600 PSL 3. THE QUALIFICATIONS OF ALL SPECIAL INSPECTORS SHALL BE REVIEWED
<br /> CONCENTRATED,WHICHEVER PRODUCES THE GREATER LOAD EFFECTS ACI-318, "BUILDING CODE REQUIREMENTS FOR REINFORCED d. ALL STEEL TO BE DETAILED, FABRICATED AND ERECTED IN d. ALL LUMBER SHALL HAVE A MAXIMUM MOISTURE CONTENT OF 19 AND APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. 5 A K E R E I N D E R S M A
<br /> 2. ROOF DEAD LOAD=16 PSF CONCRETE"AND ACI-301, "SPECIFICATIONS FOR STRUCTURAL ACCORDANCE WITH A.I.S.C. "SPECIFICATIONS FOR STRUCTURAL STEEL PERCENT AT THE TIME OF CONSTRUCTION,. 4. THE MINIMUM QUALIFICATIONS FOR THE SPECIAL INSPECTORS ARE AS A R C H I T E C T
<br /> 3. BUILDING GROUND SNOW LOAD=35 PSF CONCRETE FOR BUILDINGS". USE LATEST ADOPTION OF ACI. BUILDINGS". USE LATEST ADOPTION OF AISC. 2. GLU-LAMS: FOLLOWS:
<br /> a. FLAT ROOF SNOW LOAD Pf=25 PSF d. AGGREGATE SIZE: 1" MAXIMUM FOR FOOTINGS, CAISSONS,AND OTHER e. STEEL FURNISHED FOR STRUCTURAL LOAD CARRYING PURPOSES a. TO BE GRADE STAMPED PER A.I.T.C., [D. FIR/LARCH COMBINATION a. CONCRETE AND PRESTRESSED CONCRETE INSPECTION-ICC
<br /> b. Ce= 1.0 MASS CONCRETE; 3/4" MAXIMUM FOR OTHER CONCRETE. SHALL BE PROPERLY IDENTIFIED FOR CONFORMITY TO THE ORDERED 24F-V8 FOR CONTINUOUS SPANS AND D. FIR/LARCH COMBINATION CERTIFICATION IN REINFORCED CONCRETE AND PRESTRESSED 5450 E. High Street,Suite 200
<br /> c. I = 1 A 2. MAXIMUM SLUMP TO BE 4 1/2". GRADE IN ACCORDANCE WITH THE SPECIFIED ASTM STANDARD. ALL IN 24F-V4 FOR SIMPLE SPANS] [MIXED SPECIES COMBINATION 22F-V5 CONCRETE OR E.I.T. CERTIFICATION. Scottsdale,Arizona 85054
<br /> d. Ct= 1.0 p:480.515.5123 f:602.513.7193
<br /> 3. CONCRETE CONTAINING SUPERPLATICIZING ADMIXTURE SHALL HAVE A ACCORDANCE WITH I.B.C., SECTION 2203.1. WITH Fb OF 2200 PSI.] FABRICATED WITH WATERPROOF GLUE. b. STRUCTURAL WELDING INSPECTION
<br /> e. SNOW DRIFTING AT ROOF STEPS, PARAPETS,AND ROOF PROJECTIONS SUCH SLUMP NOT EXCEEDING 3", TO BE FIELD VERIFIED, PRIOR TO ADDING 2. ALL STRUCTURAL STEEL SHALL BE FABRICATED BY A FABRICATOR WITH b. SHALL MEET THE REQUIREMENTS OF ANSI/AITC A190.1-1983, (1) VISUAL TESTING- ICC CERTIFICATION IN STRUCTURAL STEEL AND �•sra360.com
<br /> AS MECHANICAL UNITS AND SCREEN WALLS.ACCORDING TO ASCE7 SECTION
<br /> 7.8, "IF THE SIDE OF A ROOF PROJECTION IS LESS THAN 15 FT(4.6M)LONG,A ADMIXTURE,AND NOT EXCEEDING 8"AT PLACEMENT. ANY ONE OF THE FOLLOWING MINIMUM QUALIFICATIONS. QUALIFICATIONS STRUCTURAL GLUED LAMINATED TIMBER,AND SHALL PROVIDE WELDING OR AWS CERTIFIED WELDING INSPECTOR(CWI)
<br /> DRIFT LOAD IS NOT REQUIRED OT BE APPLIED TO THAT SIDE."THE LONGEST 4. ADMIXTURES ARE NOT PERMITTED IN THE CONCRETE MIX WITHOUT PRIOR SHALL BE IN EFFECT AT TIME OF BID. ALLOWABLE DESIGN VALUES OF [2400] PSI IN BENDING (Fb}, [1100] PSI (2) NON-DESTRUCTIVE TESTING- AWS CWI
<br /> SIDE OF ALL THE ADDED RTU'S IS LESS THEN 15 FT,THEREFORE DRIFTING AT WRITTEN APPROVAL. a. INTERNATIONAL ACCREDITATION SERVICE, INC. (IAS)APPROVED IN TENSION PARALLEL TO GRAIN (Ft),[1650] PSI IN COMPRESSION c. HIGH STRENGTH BOLTING INSPECTION- ICC CERTIFICATION IN
<br /> THE RTU'S IS NOT CONSIDERED. 5. ADDITION OF WATER TO THE BATCH FOR MATERIAL WITH INSUFFICIENT FABRICATOR. PARALLEL TO GRAIN(Fc),[650] PSI IN COMPRESSION PERPENDICULAR STRUCTURAL STEEL AND WELDING
<br /> 4. CANOPY GROUND SNOW LOAD=35 PSF SLUMP WILL NOT BE PERMITTED, UNLESS THE SUPPLIER HAS b. AISC CERTIFIED FABRICATOR(STD). TO GRAIN (TOP) (Fc+), [650] PSI IN COMPRESSION PERPENDICULAR TO d. EXPANSION/ADHESIVE ANCHOR INSPECTION- ICC CERTIFICATION IN
<br /> a. FLAT ROOF SNOW LOAD Pf=30 PSF SPECIFICALLY WITHHELD WATER FROM THE BATCH AT THE PLANT. W SUCH c. CITY OF LOS ANGELES, CALIFORNIA APPROVED FABRICATOR(TYPE I GRAIN (BOTTOM) (Fc+), [165] PSI IN HORIZONTAL SHEAR(Fv)AND REINFORCED CONCRETE AND MASONRY OR EIT CERTIFICATION.
<br /> b. Ce= 1.0 CASE THE MIX DESIGN AND TRUCK TICKET MUST CLEARLY STATE THE MEDIUM WEIGHT). [1,800,000] PSI IN MODULUS OF ELASTICITY(E). e. STRUCTURAL MASONRY INSPECTION- ICC CERTIFICATION IN MASONRY
<br /> c. I=1.0 MAXIMUM AMOUNT OF WATER THAT CAN BE ADDED TO THE BATCH ON d. CLARK COUNTY, NEVADA APPROVED FABRICATOR. 3. PLYWOOD: OR EIT CERTIFICATION.
<br /> d. Ct= 1.2 SITE. IN NO CASE SHALL THE DESIGN WATER TO CEMENTITIOUS MATERIAL 3. FABRICATOR SHALL SUBMIT DOCUMENTATIOiV OF THEIR CERTIFICATION a. FOR SHEAR WALLS TO BE STD 5/8"C-C WITH EXTERIOR GLUE. NAIL f. SPECIAL CASES- EXPERIENCE ACCEPTABLE TO THE STRUCTURAL
<br /> 5. I.B.C. WIND DESIGN DATA RATIO BE EXCEEDED. WITH THE FIRST SHOP DRAWING SUBMITTAL. WITH 8d NAILS AT 4"O.C. AT ALL EDGE SUPPORTS AND WITH Sd NAILS ENGINEER OF RECORD. ~-'
<br /> a. ULTIMATE DESIGN WIND SPEED Vult= 110 MPH �
<br /> b. RISK CATEGORY II 6. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT 4. STEEL FABRICATOR TO COORDINATE ALL BRACING, PLATES, ERECTION AT 12"O.C. AT ALL INTERMEDIATE SUPPORTS UNLESS NOTED 5. DUTIES AND RESPONSIBILITIES OF THE SPECIAL INSPECTOR: �
<br /> c. EXPOSURE'C' SLABS ON GRADE NEED BE VIBRATED ONLY AROUND UNDER-FLOOR BOLTS, ETC.WITH THE STEEL JOIST MANUFACTURER AND STEEL ERECTOR. OTHERWISE. a. THE SPECIAL INSPECTOR SHALL OBSERVE THE WORK REQUIRING �
<br /> d. INTERNAL PRESSURE COEF. _+/-0.18 DUCTS, SLAB EDGES, REINFORCING, KEYS, ETC. 5. STRUCTURAL STEEL FRAMING: THE STEEL FRAMING IS A b. WHERE WALL SHEATHING IS APPLIED TO METAL STUDS, USE#8 SPECIAL INSPECTION FOR CONFORMANCE WITH THE APPROVED �
<br /> e. COMPONENT AND CLADDING DESIGN ;25 psf 7. CAST SLABS ON GROUND WITH CONSTRUCTION AND CONTROL JOINTS IN "NON-SELF-SUPPORTING STEEL FRAME". THE ERECTOR SHALL COMPLY FLATHEAD TEK SCREWS x 1" LONG, WITH A MINIMUM OF .292"HEAD DESIGN DRAWINGS AND SPECIFICATIONS.
<br /> 4. I.B.C. SEISMIC DESIGN DATA ACCORDANCE WITH STANDARD ENGINEERING AND CONSTRUCTION WITH THE PROVISIONS OF THE AISC CODE OF STANDARD PRACTICE. ALL DIAMETER,AT 4" O.C. AT PANEL EDGES, BLOCKING AND PERIMETER b. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO BE
<br /> a. Ss-1.411; S�=0.542; SpS-0.941;Sp�0.469 PRACTICES AND AS SHOWN ON THE PLANS.THE ENCLOSED AREA OF THE GUYS AND TEMPORARY SUPPORTS SHALL REMAIN IN PLACE UNTIL[ALL AND AT 12"O.C.AT INTERMEDIATE SUPPORTS.ALL PANEL EDGES KEPT AT THE SITE FOR USE BY THE BUILDING OFFICIAL, THE
<br /> b. IMPORTANCE FACTOR l-1.25 JOIfVTS SHALL NOT EXCEED 144 SQUARE FEET. WOOD FRAMING AND CONNECTIONS TO THE BUILDING BRACING SYSTEM] SHALL BE BLOCKED WITH 1 1/2"x 14 GAGE STRAPPING.ALL STUDS CONTRACTOR, THE STRUCTURAL ENGINEER OF RECORD,AND THE
<br /> c. RISK CATEGORY II 8. SUBMIT CONCRETE MIX DESIGNS FOR REVIEW. [ALL MASONRY WALLS AND THE CONNECTIONS OF THE STEEL TO THE SHALL BE DOUBLED BACK TO BACK AT END OF WALLS ARCHITECT OF RECORD. IF SPECIAL INSPECTION IS PROVIDED BY Avs JOB #: 7172
<br /> d. SEISMIC DESIGN CATEGORY'D' - 9• MAXIMUM FREE DROP OF ANY CONCRETE 6'-0". MASONRY WALLS]ARE COMPLETE. c. ALL PLYWOOD SHALL BEAR THE STAMP OF AN APPROVED TESTING ANYONE OTHER THAN THE STRUCTURAL ENGINEER OF RECORD,
<br /> e. SITE CLASS'C' 10. SPACING OF CONSTRUCTION JOINTS OR CONTROL JOINTS IN WALLS 6. WELDING: FOR STRUCTURAL STEEL TO BE IN ACCORDANCE WITH A.W.S. AGENCY. INSPECTION REPORTS SHALL BE SUBMITTED TO THE OFFICE OF THE A.V,SCHWAN&ASSOCIATES
<br /> f. SEISMIC FORCE RESISTING SYSTEM; ORDINARY REINFORCED EXPOSED TO VIEW SHALL NOT EXCEED 40 FEET UNLESS SPECIFICALLY REQUIREMENTS FOR E70XX ELECTRODES. d. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS; STRUCTURAL ENGINEER ON A WEEKLY BASIS.ALL DISCREPANCIES coNsuLTiNGSTxUCTux�.ENciNEExs
<br /> CONCRETE SHEAR WALLS, R-4 NOTED OTHERWISE ON THE DRAWINGS. 7. BOLTS: STAGGER JOINTS. SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE 6000 E.Thomas Road,Suite 1
<br /> 11. PROVIDE EXTRA REINFORCING AROUND ALL OPENINGS EXCEEDING 24 a. ALL BOLTS TO BE ASTM (A 325-N T.C.) (A 325-N SNUG TIGHT) UNLESS e. ORIENTED STRAND BOARD (OSB) MAY NOT BE SUBSTITUTED FOR CONTRACTOR FOR CORRECTION, THEN IF UNCORRECTED, TO THE Scottsdate,Arizona8S251
<br /> g. DESIGN BASE SHEAR=Cs x W INCHES SQUARE OR ROUND IN ALL SLABS AND WALLS EQUAL TO TWO#5 NOTED OTHERWISE. PLYWOOD WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT. DESIGN AUTHORITY AND THE BUILDING OFFICIAL. ano�e:�boz>zbs-as3i F�:�aao�bbs-i�as
<br /> h. SEISMIC RESPONSE COEFFICIENT, CS=.188 BARS ON FOUR SIDES AND EXTEND TWO FEET BEYOND THE OPENING. b. BOLTS AT COLUMN CAP PLATES AND WALL BEARING PLATES TO BE 4. WOOD FRAMING MEMBERS SHALL NOT BE NOTCHED OR DRILLED WITHOUT C. UPON COMPLETION OF THE ASSIGNED WORK, THE SPECIAL Wcbsite:wuw.AVSchwan.com
<br /> i. EQUIVALENT LATERAL FORCE PROCEDURE 12. STEEL REINFORCEMENT IN CONCRETE CAST AGAINST AND PERMANENTLY ASTM A307 PRIOR APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE INSPECTOR SHALL COMPLETE AND SIGN A FINAL REPORT CERTIFYING
<br /> EXPOSED TO EARTH SHALL HAVE A CLEAR COVER OF 3 INCHES. STEEL c. ANCHOR RODS SHALL BE ASTM F 1554 GRADE 36. ANCHOR RODS ARCHITECT. THAT TO THE BEST OF HIS KNOWLEDGE, THE WORK IS IN
<br /> C. GENERAL: REINFORCEMENT IN FORMED CONCRETE EXPOSED TO EARTH OR SHA�L BE PROTECTED FROM TRAFFIC OR USE WHICH MAY DAMAGE 5. DO NOT SUSPEND ANY SPRINKLERS, PIPING, CEILINGS OR ANY OTHER CONFORMANCE WITH THE APPROVED PLANS AND SPECIFICATIONS, rr
<br /> WEATHER SHALL HAVE A CLEAR COVER OF 2 INCHES FOR#6 AND LARGER THEM IN ANY WAY. ITEMS FROM 2X SUB-PURLINS IN PANELIZED ROOF SYSTEMS. AND THE APPLICABLE WORKMANSHIP PROVISIONS OF THE CODE. �
<br /> BARS AND A CLEAR COVER OF 1 1/2 INCHES FOR#5 BARS AND SMALLER. 8. HEADED STUD SHEAR CONNECTORS:TO BE ASTM A 108. 6. WOOD CONNECTORS: 6. DUTIES AND RESPONSIBILITIES OF THE CONTRACTOR:
<br /> 1. STRUCTURAL NOTES SHALL BE USED ALONG WITH THE ALL OTHER CLEAR COVER CASES PER THE LATEST EDITION OF ACI 318. 9. DEFORMED BAR ANCHORS: TO BE ASTM A 496. a. ALL NAILS TO BE COMMON WIRE TYPE, NO 'SINKER' NAILS PERMITTED. a. NOTIFY THE RESPONSIBLE INSPECTOR THAT WORK IS READY FOR ��� As�� ��
<br /> PROJECT/SPECIFICATION MANUAL. WHERE THE STRUCTURAL NOTES, 13. PROVIDE A 3/4"CHAMFER ON ALL EXPOSED CORNERS OF CONCRETE INSPECTION AT LEAST ONE WORKING DAY(24 HOURS MINIMUM) �w `���
<br /> DRAWINGS OR SPECIFICATIONS DISAGREE,THE CONTRACTOR MAY UNLESS NOTED OTHERWISE. b. LAG SCREWS SHALL MEET THE MINIMUM REQUIREMENTS OF ASTM BEFORE SUCH INSPECTION IS REQUIRED. ��
<br /> REQUEST A CLARIFICATION DURING THE BIDDING PERIOD. OTHERWISE 14. PROVIDE CLASS B LAP SPLICES FOR ALL REINFORCING UNLESS NOTED J. COLD FORMED METAL FRAMING: a3o7, LOW CARBON STEEL EXTERNALLY AND INTERNALLY THREADED b. ALL WORK REQUIRING SPECIAL STRUCTURAL INSPECTION SHALL
<br /> THE MORE STRINGENT REQUIREMENTS SHALL CONTROL. OTHERWISE. STANDARD FASTENERS. REMAIN ACCESSIBLE AND EXPOSED UNTIL IT IS OBSERVED BY THE
<br /> 2. PROVIDE ALL TEMPORARY BRACING, SHORING, GUYING OR OTHER MEANS 15. PROVIDE BENT CORNER BARS TO MATCH LAP WITH HORIZONTAL BARS AT 1. SHALL BE HI-TENSILE (Fy=50 KSI), DESIGNED, DETAILED AND FABRICATED W c. WOOD SCREWS SHALL CONFORM TO ANSI/ASME STANDARD SPECIAL STRUCTURAL INSPECTOR. � 49093 w�'�
<br /> . TO AVOID EXCESSIVE STRESSES AND TO HOLD STRUCTURAL ELEMENTS IN ALL CORNERS AND INTERSECTIONS. ACCORDANCE WITH IBC STANDARD REFERENCES AISI B18.6.1-1981. 7. STEEL: INSPECTION SHALL BE IN ACCORDANCE WITH THE QUALITY �.<' ��'�1 sT6R�� ti�
<br /> PLACE DURING CONSTRUCTION. 16. LAPS IN WELDED WIRE FABRIC SHALL BE MADE SO THAT THE OVERLAP, d. ALL LUMBER CONNECTORS SPECIFIED AS°SIMPSON"TYPE TO BE ASSURANCE INSPECTION REQUIREMENTS OF AISC 360-10 AND INCLUDING �sSI ��G � �
<br /> 3. VERIFY/COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS S100, S200, S210, S211, S212, S213AND S214 ALONG WITH AISI "NORTH ONAL �n
<br /> MEASURED BETWEEN OUTERMOST CROSS WIRES OF EACH FABRIC SHEET, AMERICAN SPECIFICATION FOR THE DESIGN OF LIGHT GAUGE MANUFACTURED BY"SIMPSON STRONG-TIE COMPANY, INC."OR BUT NOT LIMITED TO THE STEEL INSPECTlON TABLE ON THIS SHEET. � ' d�
<br /> PRIOR TO CONSTRUCTION. REPORT ANY DISCREPANCIES TO THE IS NOT LESS THAN THE SPACING OF CROSS WIRES PLUS 2"OR A MINIMUM COLD-FORMED STEEL STRUCTURAL MEMBERS" LATEST ADOPTION AND APPROVED EQUAL. 8. CONCRETE (SEE IBC TABLE 1705.3) E �
<br /> ARCHITECT PRIOR TO COMMENCiNG WORK. DO NOT USE SCALED OF 6". THE STEEL STUD MANUFACTURERS ASSOCIATION (SSMA) I.CC. REPORT# 7. WOOD NAILING SCHEDULE: PER I.B.C. FASTENING SCHEDULE-7ABLE 9. EPDXY/EXPANSION ANCHORS PER MANUFACTURER SPECIFICATIONS
<br /> DIMENSIONS. 17. PROVIDE ISOLATION JOINTS AROUND ALL COLUMNS AT ALL EXPOSED SLAB 3064P OR ENGINEER APPROVED EQUAL. 2304.9.1 10. SOILS/FOUNDATION (IBC 1705.6):
<br /> 4. ESTAEsLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ON GRADE AREAS. 8. LAG SCREW INSTALLATION: a. PERIODIC INSPECTION DURING TASK LISTED; + "�
<br /> ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING WITH 2. STANDARD SSMA"MILL" DESIGNATIONS AND THEIR �w �
<br /> CORRESPONDING SHEET METAL GAUGE ARE AS FOLLOWS: a. LAG SCREWS SHALL BE INSTALLED INTO PROPERLY SIZED LEAD AND (1) VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE a �
<br /> APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO � CLEARANCE HOLES PER N.F.P.A. "NATIONAL DESIGN SPECIFICATION" ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY. `� ��
<br /> CONSTRUCTION. DO NOT PENETRATE ANY STRUCTURAL ELEMENTS � °� q
<br /> F. DRYPACK/FLOWABLE GROUT 22 Mi��s- 22 �a,u�E REQUIREMENTS AS FOLLOWS. (2) VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND
<br /> (BEAMS, COLUMNS, WALLS, FOUNDATIONS, SLABS, STEEL DECKS, ETC.) b. T H E C L E A R A N C E H O L E F O R T H E S H A N K S H A L L H A V E T H E S A M E HAVE REACHED PROPER MATERIAL. � � ��;�
<br /> 33 MILLS- 20 GAUGE � ��
<br /> WITHOUT PRIOR WRITTEN APPROVAL OF STRUCTURAL ENGINEER DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS 3 PERFORM CLASSIFICATION AND TESTING OF CONTROLLED FILL '� � ''��
<br /> THROUGFi ARCHITECT. 1. THE SPACE BENEATH ALL BASEPLATES AND BEARING PLATES SHALL BE OF 43 MILLS- 18 GAUGE � ) � � y �a �
<br /> THOROUGHLY CI_EANED BEFORE DRYPACKING OR GROUTING. 54 MILLS- 16 GAUGE THE LENGTH OF UNTHREADED SHANK. MATERIALS. � � � .��w �
<br /> 5. NOTES AND STRUCTURAL DETAILS ON THE DRAWINGS ARE APPLICABLE DRYPACK/GROUT SOLID BENEATH ALL BASEPLATES AND BEARING PLATES. 68 MILLS- 14 GAUGE c. THE LEAD HOL� FOR THE THREADED PORTION SHALL HAVE A (4) PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE ' � ��
<br /> W H E R E I N D I C A T E D B Y S E C T I O N C U T, B Y N O T E O R B Y D E T A I L T I T L E A N D � n '
<br /> NO VO�DS ARE PERMISSIBLE. USE OF DRYPACK OR FLOWABLE GROUT IS 97 MILLS- 12 GAtJGE. DIAMETER EQUAL TO 40 TO 70 PERCENT OF THE SHANK DIAMETER SUBGRADE AND VERIFY THAT THE SITE HAS BEEN PREPARED � p N '��� �
<br /> SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND AT THE CONTRACTORS OPTION UNLESS SPECIFICALLY NOTED ON THE AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PROPERLY. � c0 � �� �°
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<br /> TYPICAL DETAILS. PRCVIDE SIMILAR DETAILS AT SIMILAR CONDITIONS PORTION. b. CONTINUOUS INSPECTION DURING TASK LISTELI ; � ��'�,
<br /> PLANS OR DETAILS. D�YPRCK/GROUT PER THE FOLLOWING: 3. STEEL CHANNELS AND ZEE SECTIONS TO BE HIGH TENSILE, COLD-FORMED, -� O � � „ o
<br /> UNLESS NOTED OTHERWISE. THE GONTRACTOR MAY REQUEST A d. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS 1 VERIFY USE OF PROPER MATERIALS, DENSITIES AND LIFT ca �
<br /> a. DRYPACK- PORTLAND CEMENT, ASTM C150,TYPE I;AND CLEAN, STiFFENED EDGE SECTIONS DESIGNED IN ACCORDANCE WITH A.I.S.L � ) �j �a� �
<br /> CLA RIFI C AT I ON DU RI N G T HE BIDDIN G PE R IQD O T H E R W I S E T H E M O R E L E A D H O L E B Y T U R N I N G W I T H A W R E N C H, N O T BY DRIVIN G WITH A THICKNESSES DURING PLACEMENT AND COMPACTION OF a � �. G � � ;
<br /> NATURP;L SAND, ASTM C�04, SiZE NO. 2. MIX AT RATIO OF 1 PART SPECIFICATIONS. STEEL SHALL MEET THE PHYSICAL REQUIREMENTS OF
<br /> STRINGENT REQUIREMENTS SHALL CCNTROL. N o0 ' � -
<br /> CEMENT TO 2 '/z �'ARTS SAND, BY VOLUME,WITH MINIMUM WATER ASTM A 441. H A M M E R. C O M P A C T E D F I L L. � ti �� �;
<br /> 6. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. CONTRACTOR SHALL e. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN c. INSPECTIONS TO BE COMPLETED BY THE GEOTECHNICAL ENGINEER @ � ��� v
<br /> REQUIRED FOR PLACEMENT AND HYDRATION. MINIMUM COMPRESSIVE 4. �XTERIOR WALLS AND PARAPETS SPECIFIED AS METAL STUDS TO BE � � G � �b�,�
<br /> B E R E S P O N S I B L E F O R A L L C H A N G E S N E C E S S A R Y I F H E C H O O S E S A N THE LEAD HOLE TO FACILITATE INSERTION AND PREVENT DAMAGE TO OF RECORD. � � � s �� o
<br /> STRENGTH SHALL 3E 50U0 PSI AT 28 DAYS WHEN TESTED IN COLD-ROLLEU SECTIONS AND SHALL BE DESIGNED, DETAILED AND c� c'�
<br /> OPTION AND HE SHALL COORDINATE ALL DETAILS. }' M � v �'r
<br /> ACCURDA�ICE WITH ASTM C1107. FABRICATED IN ACCORDANCE WITH A.I.S.I. SPECIFICATION FOR THE THE SCREL'V. 11. APPROVED FABRICATORS; c � �b �,s
<br /> 7. T H E C O N T R A C T S T R U C T U R A L D R A W W G S A N D S P E C I F I C A T I O N S o � � � �a.�a
<br /> b. FLOWA�LE �ROUT- PREMIXEQ, NONMETALUC, NONCORROSIVE, DESIGN OF LIGHT GAUGE COLD-FORMED STEEL STRUCTURAL MEMBERS a. P E R I B C 17 05.2 SPE CIAL W SPE C T I O N S A R E N U�r t�.F O U I R E D W H E R E T H E �
<br /> � REPRESENT THE FIiVISHED STRUCTURE.THEY DO NOT lNDICATE THE NON5l��\f�11NG GRrJUT CC)NTAINING SELECTEp SILICA SANDS, AND THE STEEL STUD MANUFACTURERS ASSOCIATION (SSMA) LCC. WORK IS DONE ON THE PREMISES OF A FA6RICATOR P.EGISTERED
<br /> METHOD OF CONSTf�UCTION. THE CONTRACTOR IS RESPONSIBLE FOR PORTLA�dC} CEMENT; SHRIiVKAGE COMPENSATING AGENTS, REPORT#3064 P O R E N G I N E E R A P P R O V E D E Q U A L. AND APPROVED TO PERFORM SUCH WORK VVITf IOUT SP�CIAL
<br /> CONSTRUCTIOfv MEANS, METHODS, TECHNIQUES, SEQUENCES AND pLASTICIZING �;,��;��NI�T�R-R�DUCING AGENTS, COMPLYING WITH 5. MATERIALS: INSPECTION. APPROVAL SHALL BE BASED UPON REVIEI,^J OF TNE
<br /> PROCEDURES. ASTiVI C1107, £?F �Ot�ISIS i��lCY SUITABLE FOh APPLICATION,AND A 30 a. ALL FRAMING MEMBERS SHALL BE OF THE TYPE AND SIZE AS SHOWN FABRICATOR'S WRITTEN PROCEDUF�L�ND G2Ut�LITY C�7NTROL
<br /> 8. THE CONTRACTOR IS RESPONSIBLE FOR S,�,FETY PRECAUTIONS P,ND MINU�fE VV�JRl�i�1G T1M�. MINIPv1UM COMPRESSIVE STRENGTH SHALL BE On THE DRAWINGS AND SPEClFICATIONS AND SHALL BE L. SHOP DRAV�/ING�: MANUALS AND PERIODIC AUDITING O� FF�BRI�;AI lt�� �(�qCTICES BY AN
<br /> PROGRAMS IN CONNECTION WITH THE WORK THAT CONFORMS WITH THE 5000 PSP AT 23 L?�,Y�1��JH�i� TESTED IN ACCORDANCE WITH ASTM MANI:rACTURED W CONFORMANCE WITH THE STEEL STUD APPROVED SPECIAL IiVSPECTIOU AG�NCY. �-\T C��MPLETION OF
<br /> REGULATIONS OF THE OCCUPATIO�!AL SAFETY AND HEALTH C1107. MANUFACTURER'S ASSOCIATION (SSMA) I.CC. REPORT#3064P OR 1. ShiOF' L�RAWINGS ARE TU BE SUBMITTED FOR ALL STRUCTURAL ITEMS AND FABRICATION, THE APPROVED FAB�?1CATOh��o-iF�LL SI�BArII"f A
<br /> ADMINISTRATlON (OSHA) SAFETY/�ND NEALTH STANDARDS FOR THE
<br /> CONSTRUCTION INDUSTRY. APPROVED EQUA�. AS fiEQUIRED BY TNE SPECiFICATIONS. CONTRACT DRAWINGS SHALL NOT CERTIFICATE OF COMPLIANCE TO THF ��JII_JIN� GF�iCifiL STATI�IG
<br /> � '.. -°`-� '�.-.�'.�... "-' `-,-�-r- ` u. ALL 14�"�� 1� u^L"�� �T�DS�^JD JOIJTS SHALL �� �O�MEC FROM 3!� R���CCUGE� �CR JSL ,^,S SHOP 'JR�`r�'I"JGS. THAT THE WORK.���a� ��r�Fn�znn�n !P� n�r_.r���,�:_n!r:F=111'jTH T�-IF
<br /> 9. EXISTING CONDiTION�. CONTRACTOR SHALL VERIFY E!�!THE FIELD ALL �� `�`= ��v��'�!�'�� � �Y����-: �
<br /> DIMENSIONS ANQ CONDITIONS OF THE EXISTING STRUCTURE PRl�R TO S7EEL MEETING THE MINI�UM REQUIREMENTS OF ASTM A 570, GRADE 2. SFiQ� DRAININGS SHALL BE SUBMITTED TO THE ARCHITECT FOR REVIEW APPROVED CONSTRUCTION DOCUMENT�.
<br /> i 1. ALL 8�R5 t€��,�!D i,�F�G�F2 TrJ B� A;�-iM A 615, GR.�DE 60. ALL#2 AND#3 50. �Y THE E�VGlN�Ef�PRIOR TO FABRICATION. 12. REPORT REQUIREMENT;
<br /> BEG9N�11NG AI��Y PERTINENT Vl ORK. NOTIFY THE ARCHITECT/ENGlNEER OF �. � �,� � c. ALL 14 AND 16 GAUGE TRACK AND BENT SHAPES, 18 RND 20 GAUGE 3. CC��lTRACTOR Si-IAL� REVIEW/�LL AND STAMP ALL SHOP DRA�NINGS AND a. PER IBC 1704.2.4 SPECIAL INSP�CTC)RS SH��L� I'EEP R�G�JRDv �F
<br /> ANY DISCREPANCIES BETWEEN THE DRAWINGS AND ACTUAL CONDITIONS. SARS TO F3E P,S-�1�i A�1.�, .�,.ADE 40. D�T,�f�ED, FABRICATED AND ERECTED 3 r.• � �. �
<br /> 10. ANY CHANGES MADE C�URING CUNSTRUCTION THAT ARE NOT IN IN ACCOF:Gj�;(�lCr �r�1l�i-i ,�CI-3 i 8, LA-i F`..�T%a00PTIGN. ALI_MASONRY BARS TO STUDS SHALL BE FORMED FROM STANDARD COMMEE�CiAL STEEL WITH PRG�U�T �ATA FOR CONFORMANCE WITH THE CONSTRUCTION INSPECTIONS. THE SPECIAL II`1SF FCTC)r"�,�Nit�L riJr'�.NI��� !i�lSPECTION
<br /> BE DE.TAIL�L7, r AB�iC;;T�D ti+.'JD �"��C�''�G !i�! ACCORDANCE WITH ACI-530. A MIf�iMU�A Y'I�LD PflINT OF 33 KSI. DOCUNiEP�TS PRI��-'.TO SUBMITTAL. ALL ITEMS NOT IN ACCORDANCE WITH REPORTS TO THE BUILDING Orr-FIClF;L Af�1D TCi�F�E R{�C;E;�Ti�RE�
<br /> COMPLIAhICE WITH THE PER�ITTED DRAWI�JGS REQUIRES R DESlGN � � � � , d. ALL S fRUCTUR/?� COMPONFNTS SHA�L BE GIVEN A COAT OF RUST THE CO�ITRAC i C3.6�'-�;WIPdGS jHF,LL gE SO NUTED UPON THE DESIGiV PRG�FESSIONAL IN RESi'Qf�Slru'LF i;i-4,��GE. f?��'uR�l"S SHI�,LL
<br /> ANALYSIS AND DRAWWG REVlSION BY THE STRUCTURAL ENGINEER OF 2. WELL7�L� Y'Vlk� F,'\�33-,lG TC) C� !oJ fi�CGOftDANCE :^J�TH ASTM A 185.
<br /> RECORD AND SHALL BE SUBMITTED TO THE �UILDiNG OFFIGIAL FOR 3. ALL BAF+.'S If�1DlCATE� C?IJ TN� rLANS TO BE WELl7ED SHALL CONFORM TO RESISTING PAINT. FIELD ABRASIONS F�ND WELDS SHAL� BE TOUCHED GOtiTRACTOR'S �ZEV6EW.f:NY SHOP DRAWINGS UR PRODUCT DATA NOT INDICA i E l'HAT WORK WSPECTED WAS O�VU�S NJT CU�,�IPLET�D '€N
<br /> ASTM F�?CG ��.Ia!�F_60 . U� IN THE FIEi.D AFTER ERECTION. REV�EVVED AivU STA�VIPED i3Y l HE GENERAL CONTRACTOR WILL EE CONFORMi�NCE TO APPROVED COfVv"rRUC��T IOP+I DOCUMEf�TS.
<br /> PERMIT REViSiON/aPPROVAL � � � DISCREPANCIES SHALL BE BROIJG�-iT TO f r-9� lM�v1EDIATE ATTEhJ-�iON
<br /> 11. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT fF PLACED ON FRAMED 4. tv1ASOf�RY`N1�E JOlN� RElNFOR�ING i O BE A5 i i��l A 82. 6. PROVIDE BRIDGING AT A MAXIMUM OF 4'-0"o.c. OR PER STEEL STUD �tETURhlED ,NiTH�"�UT REVIFW.
<br /> 5. POST-TENS�Or�IfVG TEfVDON� SHALL BE 1J2"DIAMETER SEVE N W►RE MANUFAGTJ�ER'S ASSOCIAT{ON I.CC. REPORT#3064P 4. �-1hY SHOP DRAWING NOT CHECKED AND INITIA!ED BY THE OF THE CONTRACTOR FOR CORRECTIUN. IF THE (�ISCREPANClES�=,�E
<br /> CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESiGN LNE LOADS 7. SHOP DRAWINGS SHOWING MATERlAL P�tOPEfaTIES, SFCTiON PROPERTIES S�J��'!_IEWDETAILER PRIOR TO SUBMITTING FOR ARCHITECTURAL AND NOT CORRECTED, THE DISCREPANCIES SH;-�,LL BE BROUGHT TO THE
<br /> LISTED ABOVE. STRlaN� CONFORP�IRlG TQ ASTM A 416, GRADE 270, LOW RELAXATION. ATTENTION OF THE BUILDING OFFICIAL ANG THE RtGIST�REQ DESlGN
<br /> 12. DEMOLITION: 6. ALL REINFJRCIRlG SHALL �E C.;HAIRED TO ENSURE PROPER CLEARANCES. A�1D FhBRICAT�ON SHALL BE SUBMITTEQ FOR REVIEW �'RIOR TO ENG]NEERWG REVIEW, WILL BE RETURNED WITHOUT REVIEW. �-
<br /> a. CONTRACTOR SHALL VERIFY IN THE FIELD ALL EXISTING CONDITIONS. SUPPORT OF FUUNDATiOP� REINFORCING MUST PROVIDE ISOLATION FROM CONSTRIJ�TiO�J. 5. F.tJY CHANGE FRrJM THE ORIGINAL DRAWINGS SHALL BE NOTED BY THE PROFESSIONAL IN RESPONSIBLE CHARGE PRIOR TO THE COMPLETlO��!
<br /> ANY DISCREPANCIES BETWEEN THE DRAWINGS AND THE ACTUAL MOISTUi�E/CORROSIOf� BY USE OF A F'LASTIC OR CONCRETE CHAIR. 8• ��ALL FRAMING COMPONENTS SHALL BE PREFRBRICATED INTO PANELS OF SUBMITTING PARTY. ANY CHANGES NOT CALLED OUT SHALL BE OF THAT PHASE OF ThiE WORK. A FINAL REPORT DOCU�IENTING TNE � }-
<br /> �UC f-i APED COVERED REINFORGING IS NOT AN ACCEPTABLE CHAIR. A SUITABLE SlZE FOR ERECTION. CONSIDERED NOT APPROVED UNLESS SPECIFICALLY NOTED OTHERWISE. REQUIRED SPECIAL INSPECTIONS AND CORRECTION OF ANY / Q
<br /> FIELD CONDITIONS SHALL BE REPORTED TO THE ���, � p � F 9. ALL FRAMING COMPONENTS SHALL BE CUT SQUARELY OR AT AN ANGLE AS THE SHOP DRAWING STAMP SHALL NOT BE CONSIDERED IMPLIED DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUL MITTED AT ��`
<br /> ARCHITECT/E�;GINEER PRIOR TG C;ONTI�IUING RNY WORK. 7• WELQi,.., O��TI�.RJPS, Tl�S, INSERTS OR OTHER SIMILAR ELEMENTS TO
<br /> b. CONTRACTOR SHALL EXERCISE EXTREME CARE DURING DEMOLITION LONGITUDINAL REINFORCEMENT IS NOT PERMITfED. IN BRAG�!G TO FIT FIRMLY AGAINST ABUTTING MEMBERS. MEMBERS hPF'ROVAL OF ANY CHANGES. A POINT IN TIME AGREED UPUN P�CiOt�TO THE START OF W;:RK 3Y THE � �
<br /> SHALL �E HELQ SECURELY IN PLACE UNTIL PROPERLY FASTENED. 6. SHOP DRAWINGS SHALL NOT REPLACE THE CONTRACT DRAWINGS. ITEMS APPLICANT AND THE BUILDING OFFICIAL.
<br /> TO AVOID DAMAGING THOSE PORTIONS OF THE STRUCTURE TO 10. FaTTACHM�NT OF COMPONENTS SHALL BE VVELDED. ALL WELDS SHALL BE OMITTE�J OR SHOWN INCORRECTLY AND NOT NOTED BY THE REVIEWER J
<br /> REMAIN. THE C�NTRACTOR SHALL NOTIFY THE ARCHITECT/ENGINEER FILLET, PLUG, BUTT OR SEAM AS INDICATED ON THE DRAWINGS AND MADE ARE NOT TO BE CONSIDERED CHANGES TO THE CONTRACT DRAWINGS. -�
<br /> IMMEDIATELY OF ANY DAMAGE TO THE STRUCTURE TO REMAIN. H. POST INSTALLED ANCHORS WITH 3l32"Al�J3 TYPE E 6013, E 6014, OR E 7014 ROD WITH A WELDING HEAT REVlEW IS INTENDED AS AN AID TO THE CONTRACTOR IN OBTAINING N. DEFERRED SUBMITTAL: Q
<br /> c. ALL METHODS USED SHALL BE CAREFULLY PLANNED AND SHALL BE OF 60-11�AMF'�RES. WIRE FEED TYPE WELDER IS RECOMMENDED. CORRECT SHOP DRAWINGS. IT IS THE CONTRACTOR'S RESPONSIBILlTY TO � OQ
<br /> APPROPRIATE TO THE WORK TO BE DONE. THE EXISTING STRUCTURE 1. EXPANSION AND EPDXY ANCHORS ARE TO BE USFD ONLY AS EXPLICITLY ASSURF THAT ITEMS ARE CONSTRUCTED IN ACCORDANCE WITH THE 1. DEF�RRED SUBMITTALS ARE THOSE PORTIONS OF THE DESIGN WHICH Q
<br /> TO REMAIN SHALL NOT BE SUBJECTED TO ANY SUDDEN OR EXCESSIVE SHOWN ON PLANS AND DETAILS OR BY PRIOR APPROVAL BY THE CONTRACT DRAWINGS. RRE NOT SUBMITTED AT THE TIME OF PERMIT APPLICATION AND WHICH � (V
<br /> FORCES WHICH MIGHT ADVERSELY AFFECT THE INTEGRITY OF THE STRUCTURAL ENGINEER OF RECORD AND THE BUILDING OFFICIAL. 7. ANY ENGINEERING DESIGN PERFORMED BY OTHERS AND SUBMITTED FOR ARE TO BE SUBMITTED TO THE BUILDING OFFICIAL WITHIN A SPECIFIED �
<br /> STRUCTURE. 2. MANUFACTURER'S INSTALLATION TRAINIPJG AND CERTIFICATION IS REVIEW SHALL BEAR THE SEAL OF AN ENGINEE�R REGISTERED IN THE PERIOD. THE FOLLOWING ITEMS ARE CONSIDERED DEFERRED SUBMITTAL �
<br /> d. WHERE EXISTING CONCRETE OR MASONRY IS TO BE REMOVED SAVV REQUIRED ON ALL POST-INSTALLED ANCHORS FOR ANCHOR INSTALLER. APPROPRIATE JURISDICTION AND DISCIPLINE. COMPLETE DESIGN ITEMS; (PREFABRICATED WOOD TRUSSES, STEEL JOISTS AND GIRDERS, � w �
<br /> CUT BETWEEN THE STRUCTURE TO REMAIN AND THAT TO BE 3. ALL CONCRETE OR MASONRY SHALL BE AT ITS SPECIFIED DESIGN CALCULATIONS FOR EACH MEMBER SHALL BE SUBMITTED TO THE PRECAST PRESTRESSED MEMBERS). DEFERRED SUBMITTAL DOCUMENTS, O � Q
<br /> REMOVED UNLESS NOTED OTHERWISE. WHERE NEW DOORS OR STRENGTH AT THE TIME OF INSTALLATION. ARCHITECT FOR REVIEW BY THE ENGINEER. THE ADEQUACY OF DESIGNS SHOP DRAWINGS AND CALCULATIONS, SHALL BE SUBMITTED TO THE 1
<br /> OTHER OPENINGS ARE TO BE CUT INTO EXISTING WALLS OR SLP:BS A 4. CONCRETE: AND LAYOUTS PERFORMED BY OTHERS RESTS WITH THE DESIGNING 6R BUILDING OFFICIAL BY THE CONTRACTOR AFTER IT HAS BEEN REVIEWED U W �
<br /> MINIMUM 6" DIAMETER CORE HOLE SHALL BE DRILLED INTO EACH a. EXPANSION ANCHORS ARE TO BE SIMPSON "STRONG BOLT 2 WEDGE SUBMITTING PARTY. BY THE STRUCTURAL ENGINEER OF RECORD, AND HAS BEEN FOUND TO BE W �
<br /> CORNER. THE SAW CUT SHALL BE BETN/EEN THE CORE HOLES. NO ANCHOR" INSTALLED IN ACCORDANCE WITH ICC ESR-3037. IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. ^ W �-
<br /> OVER CUTTING INTO THE STRUCTURE TO REMAIN SHALL BE b. SCREW ANCHORS ARE TO 8E SIMPSON "TITEN HD"ANCHORS DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTAL�ED UNTIL THEIR �'J
<br /> PERMITTED. INSTALLED IN ACCORDANCE WITH ICC ESR-2713. INTERIOR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE n/ W �
<br /> 13. ANY ENGINEERING DESIGN PROVIDED BY OTHERS AND SUBMITTED FOR APPLICATIONS ONLY. PROVIDE STAINLESS STEEL ANCHORS AT ALL �_i_ �/�
<br /> REVIEW SHALL BEAR THE SEAL OF A CIVIL OR STRUCTURAL ENGINEER EXPOSED LOCATIONS. BUILDING OFFICIAL. DOCUMENTS ARE TO BE SUBMITTED BY THE O v! N
<br /> REGISTERED IN THE STATE IN WHICH THE F�ROJECT IS LOCATED. c. EPDXY ANCHORS ARE'TO BE ASTM A307 GRADE A THREADED ROD CONTRACTOR TO THE CITY FIELD INSPECTOR PRIOR TO INSTALLATION. N LL.
<br /> WITH SIMPSON "SET-XP ADHESIVE ANCHOR SYSTEM" EPDXY IN CURED PLEASE SUBMIT AS SOON AS POSSIBLE TO ALLOW ADEQUATE TIME FOR W
<br /> CONCRETE INSTALLED IN ACCORDANCE WITH ICC ESR-2508 OR REVIEW. � O � �
<br /> D. FOUNDATIONS: siMPsoN "AT-XP FAST CURING ADHESIVE ANCHOR SYSTEM" EPDXY W 'o � � W
<br /> CURED CONCRETE INSTALLED IN ACCORDANCE WITH IAPMO UES a.
<br /> 1. PER SOILS INVESTIGATION REPORT BY"TERRACON", JOB NO. 81175031, ER-263.
<br /> DATED MAY 5,2017.
<br /> 2. ALL FOOTINGS ARE TO BE FOUNDED AT NOT LESS THAN 1'-6" BELOW
<br /> LOWEST ADJACENT FINISH FLOOR OR FINISH GRADE WITHIN 5'-0"OF THE
<br /> PERIMETER OF THE BUILDING, (LOWER DEPTH GOVERNS), ONTO
<br /> UNDISTURBED EXISTING S�JBSOILS OR ENGINEERED FILL HAVING A
<br /> MINIMUM BEARING CAPACITY OF 3000 PSF.
<br /> 3. WHERE FOOTINGS ARE FOUNDED ON COMPACTED FILL THE LIMITS OF
<br /> COMPACTION AND THE PERCENT OF COMPACTION ARE TO BE PER THE
<br /> ABOVE REFERENCED SOIL REPORT.
<br /> 4. MAXIMUM TOLERANCE FOR CAISSON SHAFT TO BE 1/15 DIAMETER.
<br /> 5. WALLS THAT ARE SHOWN RESTRAINED AT THE TOP SHALL NOT BE
<br /> BACKFILLED UNTIL THE STRUCTURE PROVIDING RESTRAINT IS IN PLACE
<br /> AND HAS ATTAINED DESIGN STRENGTH. CONTRACTOR IS RESPONSIBLE �
<br /> FOR DESIGN AND INSTALLATION OF WALL BRACING FOR WALLS THAT ARE Q
<br /> BACKFILLED PRIOR TO CONSTRUCTION OF TOP RESTRAINT. �
<br /> a>
<br /> �
<br /> date: I/5/IS
<br /> issued for:
<br /> SHEET INDEX PERMIT SUBMITT�L
<br /> S001 General Structural Notes revision no.: date:
<br /> S002 Tables _
<br /> S 100 (E) Foundation Plan ' '
<br /> 3101 Enlarged Partial Foundation Plan
<br /> S 102 Enlarged Partial Foundation Plan
<br /> S200 (E) Roof Framing Plan job no.: 17-034
<br /> S201 Enlarged Partial Roof Framing Plan
<br /> sheet title:
<br /> S300 Foundation Defails
<br /> S301 Foundafion Details c�.s.N.
<br /> S400 Framing Details sheet no.:
<br /> . S500 Elevations .
<br /> � �� �
<br />
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