905 80TH ST SW 2016 MTORRES AMERICA Plans 2022-11-08 (2)

c�co �-•- m - I I �+- Q � I � � � Z O O •N ._ > N L Q � � 80TH STREET EVERETT , WASH I NGTON 0 � _ ._ . � o � m � � � m U �r � p �; � � +- STEEL FOR BUILDINGS", AND THE "CODE OF STANDARD PRACTICE". STRUCTURAL STEEL SHALL CONFORM TO THE CONCRETE AND MASONRY ANCHORS (BOLTS, THREADED RODS AND REBAR DOWELS) o � = L � S � v GENERAL NOTE FOLLOWING STANDARDS: DRILLED IN EXPANSION ANCHORS: ELEVATORS � 'O � � " V o � WIDE FLANGE SHAPES ASTM A-992 (Fy=50,000 PSI) CONCRETE HILTI BOLT TZ PER ESR-1917 ELEVATOR SUPPLIER TO PROVIDE ALL NECESSARY CALCULATIONS AND ELEVATOR DESIGN DRAWINGS TO THE BUILDING i OTHER SHAPES AND PLATES ASTM A-36 (Fy=36,000 PSI) CMU HILTI KWIK BOLT 3 PER ESR-1385 pEPARTMENT FOR THEIR APPROVAL. THE DRAWINGS ARE TO INCLUDE THE MACHINE BEAM, BUFFER AND RAIL co THE FOLLOWING NOTES APPLY UNLESS NOTED OTHERWISE-ASTM'S NOTED ARE TO BE LATEST EDITION. TUBE COLUMNS ASTM A-500, GRADE B (Fy=46,000 PSI) ADHESIVE ANCHORS: r WELDHEAD STUDS ASTM A-108 (Fy=55,000 PSI) CONCRETE HILTI HIT-RE 500-SD PER ESR-2322 AND HILTI HIT-HY 200-R PER ESR 3187 REACTIONS TO THE STRUCTURE. THE DRAWINGS AND CA�CULATIONS ARE TO BE REVIEWED BY ENGINEERS NORTHWEST TO VERIFY THAT THE STRUCTURE CAN WITHSTAND THE IMPOSED LOADS PRIOR TO THE SUBM{TTAL TO THE e�� aR►�`��, `j 1. DESCRIPTION ALL-THREAD ASTM F1554, GRADE 36 (Fy=36,000 PSI) CMU HILTI HIT-HY 70 PER ESR-2682 � Buildin Name&Site Location - MTorres America- Everett, WA BUILDING DEPARTMENT. LOADS THAT INCLUDE IMPACT ARE TO BE SO IDENTIFIED, a ti � '�� o 9 MACHINE BOLTS ASTM A-307 UNREINFORCED � Metal Building Supplier's Name- NUCOR BUILDING SYSTEMS HIGH STRENGTH BOLTS ASTM A-325N (U.N.O.) ~ a MASONRY: HILTI HIT HY-70 PER ESR-3342 ,�s � � � W Building Dept. Contact-Steve Miller ALL STRUCTURAL STEEL BOLTED CONNECTIONS AT MECHANICAL PLATFORMS ARE ASTM A-325 TYPE N CAST IN PLACE ANCHORS: SHOP DRAWINGS p. � o; � CONNECTtONS - BEARING TYPE WITH THREADS INCLUDED IN SHEAR PLANE. CONNECTIONS ARE NON-SLIP CRITICAL AND CONCRETE EMBED PER IBC TABLE 1908.2 BUBMIT 4 SETS OF PRINTS (U.N.O. BY ARCHITECT) OR ELECTRONIC PDF FILES, OF SHOP DRAWINGS TO ENGINEER FOR c�' �'�y� °' �' 2.DESIGN CODE AND STANDARDS � BOLTS NEED TO BE TIGHTENED "SNUG TIGHT" ONLY EXCEPT AT FRAMES. AT MECHANICAL PLATFORM FRAMES PROVIDE CMU EMBED 7 BOLT DIAMETERS. PROVIDE 'h INCH OF GROUT BETWEEN BOLT&CMU. � A licable Code Edition/Name -2015 International Buiidin Code IBC REVIEW AFTER CONTRACTOR HAS REVIEWED & STAMPED FOR COMPLIANCE AND PRIOR TO FABRICATION FOR: �Or,f�\- �� a pp ( ) 9 � ) � A325SC SLIP CRITICAL BOLTS AT CONNECTIONS PER SECTIONS 1/S2.3 AND 4lS2.3. PROVIDE WASHERS AT OUTER PLYS SCREW ANCHORS: STRUCTURAL STEEL, MISCE�LANEOUS STEEL AND REINFORCING STEEL. WHEN SHOP DRAWING SUPPLIER MAKES A o Other documents referenced by these notes shall be the specific edition referenced by the WITH SLOTTED HOLES. INSTALL A-325 BOLTS IN ACCORDANCE WITH "SPECIFICATION FOR STRUCTURAL JOINTS USING CONCRETE HILTI KWIK HUS-EZ(KH-EZ)AND HUS-EZ I (KH-EZ I) PER ESR-3027 CHANGE FROM THESE DRAWINGS IT IS TO BE CLEARLY FLAGGED AND CLOUDED. CHANGES NOT FLAGGED AND CLOUDED building code specified above, or if not specified, shall be the latest edition. ASTM A325 OR A490 BOLTS" (11/13/85). PROVIDE MINIMUM EMBEDMENT FOR ANCHOR BOLTS AS NOTED ON CMU HILTI KWIK HUS-EZ ARE TO BE CONSIDERED A5 UNACCEPTABLE EVEN WITHOUT BEING COMMENTED ON IN THE SHOP DRAWING REVIEW Code suppiement& Date-ASCE 7-10 DRAWINGS. ALL WELDING TO CONFORM WITH AWS D1.1 "CODE FOR WELDING IN BUILDING CONSTRUCTION". WELDS NOT (KH-EZ) PER ESR-3056 PROCESS. THE SUPPLIER OF THE ITEM CONTAINING THE CHANGE SHALL BE RESPONSIBLE FOR CHANGING THE ITEM SPECIFIED SHALL BE 1/4", CONTINUOUS FILLET MINIMUM. ALL WELDS BY CERTIFIED WELDERS. USE FRESH 70XX BACK TO AGREE WITH THESE DRAWINGS AT NO COST TO THE OWNER AT E.N.W.'S OPTION. "SHOP DRAWINGS ARE AN 3.DESIGN LOADS ELECTRODES FOR MANUAL SHIELDED METAL-ARC WELDING OR EQUAL ELECTRODES. WELDHEAD STUDS (WHS) ARE TO ADHESIVE ANCHORS SHALL BE INSTALLED IN CONCRETE HAVING A MINIMUM AGE OF 21 DAYS AT TIME OF INSTALLATION a. I. Roof Live Load See snow load BE MACHINE WELDED WITH PROPER EQUIPMENT. SEE SPECIFICATIONS FOR ITEMS TO BE GALVANIZED. ERECTION AID,AND STRUCTURAL DRAWINGS SHALL TAKE PRECEDENT OVER THE SHOP DRAWINGS...". PER ACI 318 - 11 SECTION D.2.2. INSTALLATION OF ADHESIVE ANCHORS HORIZONTALLY OR UPWARDLY INCLINED TO II. Slab Live Load 350 psf SUPPORT TENSION LOADS SHALL BE PERFORMED BY CERTIFIED PERSONNEL IN CONFORMANCE T 31 - III. Mezzanine Live Load 10o psf at office mezzanine, unless otherwise noted on framing plans. STEEL JOIST & JOIST GIRDERS SECTION D.9.2.2. SPECIAL CONDITIONS b. Snow Load Basic ground snow load-Pg = 35.7 psf DESIGN AND FABRICATE IN ACCORDANCE WITH "STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOIST, K CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD AND SHALL PROVIDE ADEQUATE SHORING AND BRACING OF Basic roof snow load- Pf=25 psf _ SERIES", STANDARD SPECIFICATIONS FOR LONGSPAN STEEL JOISTS, LH-SERIES, AND DEEP LONGSPAN STEEL FOLLOW INSTALLATION PROCEDURES OF ESR REPORT AND MANUFACTURER'S INSTRUCTIONS. PROVIDE SPECIAL ALL STRUCTURAL MEMBERS DURING CONSTRUCTION. CONTRACTOR SHALL NOTIFY ENGINEER OF ALL FIELD CHANGES fmportance factor- IS - 1.0, snow exposure factor-Ce- 1.0 JOISTS, DLH SERIES", "STANDARD SPECIFICATIONS FOR JOIST GIRDERS", AND "RECOMMENDED CODE OF STANDARD INSPECTION AS NOTED AND/OR REQUIRED BY ESR REPORT. SUBSTITUTIONS ARE NOT ALLOWED UNLESS WRITTEN PRIOR TO INSTALLATiON. Drifting snow is required in the design. PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS", STEEL JOIST INSTITUTE (SJI). PROVIDE BRIDGING AND CAMBER AS APPROVAL BY ENW IS RECEIVED. SUBSTITUTIONS MUST BE SUBMITTED TO ENW FOR REVIEW PRIOR TO CONSTRUCTION. c. Seismic Risk Category il REQUIRED BY STANDARD SPECIFICATIONS. DESIGN JOISTS AND JOIST GfRDERS FOR ALL LOADS SHOWN ON PLANS OR PROVIDE STAINLESS STEEL OR GALVANIZED ANCHORS FOR EXTERIOR APPLICATIONS AS REQUIRED. ANCHORS RATED Ss= 1.437, S1 =0.552, le= 1.0, Site Class"C", AS REQUIRED. DESIGN TOP CHORDS FOR DRAG LOADS AS NOTED. DESIGN WEB MEMBERS FOR IN PLANE SHEAR FOR DRY INTERIOR CONDITIONS MAY NOT BE USED FOR EXTERIOR APPLICATIONS PER ESR REPORT. NOTE TO MECHANICAL AND ELECTRICAL TRADES SDS= 0.957, SD1 =0.477 FORCES AS NOTED. ONE THIRD INCREASE MAY NOT BE USED FOR LATERAL LOADS lN COMBINATION WITH GRAV�TY CONTRACTOR SHALL SUBM(T PLANS SHOWING LOCATION, LOAD AND ANCHORAGE OF ALL HANGERS SUPPORTING ANY Seismic Design Category= D LOADS ONLY WFtEN SPECIFICALLY NOTED ON PLANS. VERIFY ALL MECNANICAL, ELECTRICAL, AND OTHER SPECIAL MECHANICAL, ELECTRICAL, PLUMBING OR SPRINKLER LOADS IN EXCESS OF 50 POUNDS. ANY ROOF MOUNTED Basic Seismic Force LOADS WITH MECHANICAL, ELECTRICAL, AND OTHER SPECIAL SUB-CONTRACTORS. PROVIDE SPECIAL CONNECTIONS AS SPRINKLER SUPPORT NOTES EQUIPMENT SHALL BE INCLUDED IN THESE PLANS AND SHALL SHOW LOADS AND LOCATIONS. THESE SHALL BE Resisting System(s)=Steel ordinary concentrically braced frames. MANUFACTURER ALL DESIGN END SUPPORTS FOR SHORT BEARING LENGTH AS REQUIRED. 1. THE FOLLOWING CRITERIA IS A MINIMUM LEVEL REQUIRED. THE FIRE PROTECTION DESIGNERIDRAWINGS MAY SET SUBMITTED TO ENGINEERS NORTHWEST FOR REVIEW PRIOR TO INSTALLATION OF ANY OF THIS EQUIPMENT. SEE CS =0.207, R= 3.25. Equivalent lateral force procedure was used. SHOWN OR REQUIRED. SH FORTH MORE STRINGENT REQUIREMENTS AT THEIR DISCRETION. REFER TO MBS DRAWINGS FOR THE MAXIMUM LOAD DETAILS ON DRAWING S5.1 FOR SUPPORTING LOADS FROM ROOF JOISTS. ALL DETAILS OF CONNECTIONS TO THE Mech. & Refrigeration unit loads wili be picked up at the SUBMITTAL SHALL INCLUDE: BILL OF MATERIAL, PLACEMENT PLANS, CALCULATIONS, AND SJI PLANT APPROVAL. A CfVIL THAT THE ROOF TRUSSES CAN SUPPORT WITH A PARTICULAR TYPE OF HANGER. STRUCTURE FOR EQUIPMENT SHALL BE BY THE SUPPLIER OF THAT EQUIPMENT. THE BUILDING DEPARTMENT REQUIRES point of the units and transferred into the lateral system. OR STRUCTURAL ENGINEER REGISTERED IN THE STATE IN WHICH THE PROJECT IS TO BE BUILT SHALL STAMP AND SIGN 2' A SUBMITTAL FOR PLAN CHECK REGARDING THE DESIGN OF THESE DETAILS, IT IS THE RESPONSIBILITY OF THE Sprinkler lines will be braced to top of girders or top chord of steel THE CALCULATIONS. THIS SAME ENGINEER SHALL REVIEW THE PLACEMENT PLANS TO ASSURE CORRELATION BETWEEN 2.a. ALL SPRINKLER PIPE LARGER THAN 3" NOMINAL DIAMETER IS TO BE CONSIDERED A"MAIN" FOR THE PURPOSE OF EQUIPMENT SUPPLIER TO PROVIDE THIS SUBMITTAL. truss, by the sprinkler contractor. PLACEMENT PLANS AND CALCULATIONS. PLACEMENT PLANS SHALL SHOW MARK NUMBER, ORIENTATION AND LOCATION THESE NOTES. d. Wind Load Risk Category II OF ALL PIECES. INCLUDE ALL DESIGN LOADS, BRIDGING AND BRACING REQUIREMENTS, SPECIAL CONNECTIONS AND 2.b. THE BIDS FOR BOTH THE SPRINKLER &JOISTS ARE TO INCLUDE ALL HANGERS, BRACES, ETC.,AND ACCOUNT FOR ABBREVIATIONS K KIP(1000 POUNDS) Basic wind speed (3 sec. gust)VULT=110 mph, VASD=85 mph THE LOADS INDICATED. FIRE PROTECTION DESIGNER IS RESPONSIBLE FOR COORDINATING THEIR DESIGN WITH Exposure B. BEARING DETAILS. ARCH. ARCHITECT L.W. LONG WAY THE TYPE OF SUPPORTING MEMBERS TO BE USED FOR SUPPORT OF THEIR LINES (I.E. OWJ,TRUSS-PURLINS, M.B.S. METAL BLDG SUPPLIER Kzt= 1.0 DO NOT BEGIN FABRICATION UNTIL SUBMITTAL HAS BEEN REVIEWED. OBTAIN WRITTEN APPROVAL TO FABRICATE PRIOR GIRDERS, ETC.) BAL. BALANCE N.F. NEAR FACE IBC Load Cases per sec. 1605.2 or 1605.3.1 only Kd=0.85 B. OR BOT. BOTTOM TO SUBMITTAL OF CALCULATIONS. CONTRACTOR WILL BE RESPONSIBLE FOR ANY DISCREPANCIES BETWEEN BILL OF 3' N.T.S. NOT TO SCALE Importance factor 1,0. 3.a. ALL MAINS RUNNING PERPENDICULAR TO THE JOISTS ARE TO BE VERTICALLY SUPPORTED NO FARTHER APART BTWN. BETWEEN MATERIAL AND CALCULATIONS. BLDG. BUILDING oc ON CENTER 2 psf of coliateral loads was used in uplift design. THAN AT EVERY OTHER JOIST(I.E. 10 FEET). O.F. OUTSIDE FACE e. Collateral Load (not including mechanical units or draft curtains) 3.b. EACH JOIST THAT IS CROSSED BY A MAIN IS TO BE DESIGNED FOR THE VERTICAL SUPPORT LOAD BASED ON BRG. BEARING COORDINATE WORK WITH STRUCTURAL STEEL FABRICATOR. MANUFACTURER SHALL BE A SJI APPROVED PLANT WITH AT C.I.P. CAST IN PLACE O.S. OUTSIDE Joist 5 psf or 4 psf plus sprinkler concentrated loads, SUPPORTS AT EVERY OTHER JOIST. C.J. CONSTRUCTION JOINT O.T.O. OUT T whichever is more critical. (As an alternate, MBS may LEAST 5 YEARS EXPERIENCE. 4.ALL MAINS RUNNING PARALLEL TO THE JOISTS MUST BE: C.L. CENTERLINE QTY. QUANTITY use 8 psf min.w/o specific sprinkler loads ON COMPLETION OF THIS WORK SUBMIT ELECTRONIC COPY OF THE FINAL REVISION OF THE SHOP DRAWING PLANS FOR 4.a. PLACED MID-WAY BETWEEN TWO JOISTS& BE TRAPEZED SO EACH JOIST SUPPORTS HALF THE LOAD. REINF. REINFORCING with no reduction from item 3,a.) , , 4.b. SUPPORTED AT 10'-0"OC MAXIMUM. CLR. CLEAR Frames 4 psf. Min. plus sprinkler concentrated loads. THE ENGINEER S AND OWNER S PERMANENT RECORD. 5.USE THE FOLLOWINGS WEIGHTS FOR SPRINKLER VERTICAL SUPPORT DESIGN: CMU CONCRETE MASONRY UNIT REM. REMAINDER COL. COLUMN R.O. ROUGH OPENING f. Dead loads Weight of structure. PIPE WT. PER STEEL FORM DECK CONC. CONCRETE SECT. g. Special Loads The following special loads are to be considered: SiZE FOOT VERTICAL JOIST LOAD EXAMPLE: C.S.J. CLOSURE STRIP JOINT SIM. SIMILAR Mechanical e ui ment on roof. STEEL FORM DECK SHALL BE VERCO FORMLOK OR APPROVED EQUAL CONFORMING WITH ASTM 1008, SS GRADE 33 S.J SHRINKAGE JOINT p p MINIMUM WITH MINIMUM YIELD STRENGTH OF F 38,000 si WITH G60 GALVANIZING PER ASTM A 653. MATERIAL AND 8" 51# GIVEN: 8" DIAMETER MAIN TRUSSES @ 5'oc EA. EACH Sprinkler lines, canopy&other reactions as noted on structural � ) Y ' p STL. STEEL drawings. INSTALLATION SHALL ALSO CONFORM TO ICC REPORT ESR-1735P USE 20 GA. W3 FORMLOK; 1=0.718 IN4, S=0.418 IN3. 6" 32# FIND: JOIST DESIGN LOAD E.E. EACH END CONNECT TO SUPPORTS WITH 4 PUDDLE WELDS PER SHEET ACROSS EACH SUPPORT AND 12" O/C AT SUPPORTS 5" 24# SOLN: 51#/FT X 10'= 510# E.F. EACH FACE SW SHEARWALL h. Future Rooftop Solar Panels Included in design, Add 2 psf to frames and 4 psf to joists for E.J. EXPANSION JOINT SYMM. SYMMETRICAL i. Load Combinations Ail Code required load combinations are to be used in the building PARALLEL TO SPAN UNI.ESS NOTED OTHERWISE ON PLANS AND SECTIONS. WELDS MUST COMPLY WITH AWS D1.3. SIDE 4" 17# ADDN'L PER NFPA#13= 250# EL. OR ELEV. ELEVATION T. TOP design. LAP FASTEN WITH BUTTON PUNCH AT 24" O/C. AT TYPICAL 6 1/2" CONCRETE SLAB, PROVIDE 6X6 W1.4 X W1.4 WWF 3-1/2" 14# 760#/HGR T.O.B. TOP OF BEAM PLACED AT CENTERLINE OF CONCRETE DEPTH OVER DECK. USE NO CONCRETE CONTAINING ADMIXTURES OF CHLORIDE E.N.W. OR ENW ENGINEERS NORTHWEST Column reactions from these load combinations are to be given to ALL HANGERS TO BE DESIGNED, SUPPLIED& INSTALLED BY THE SPRINKLER SUPPLIER. EQ. EQUAL T.O.F. TOP OF FOOTING the foundation engineer. OR CHLORIDE SALTS ON FORM DECK. 6.SPRINKLER LATERAL SWAY BRACING, FOR SEISMIC DESIGN CATEGORY C, D, E, F (AT 90 DEGREES TO 2-1/2"NOM. DIA. & E.S. EACH SIDE T.O.S. TOP OF STEEL j. Lateral building drift at all points is to be limited to values on plans. LARGER PIPE)TO BE: E.W. EACH WAY TOP OF SLAB STEEL ROOF DECK 6.a. SPACED A MAXIMUM OF 40 FT. OR AS ALLOWED BY N.F.P.A.#13. F.O.C. FACE OF CONCRETE T.O.W. TOP OF WALL 4.SOLAR PANEL GRAVITY LOADS VERCO HSB-36 - 1-1/2" HIGH X 36"WIDE GA�VANIZED STEEL ROOF DECK. CONFORM WITH ASTM A 653, SS, GRADE 33, WITH TYP. TYPICAL Weight of photovoltaic panei systems, inciuding rack support systems together with the weight of ballast system, if applicable, should MINIMUM YIELD STRENGTH Fy=35,000 psi WITH G60 GALVANIZED COA7ING. MATERIALS AND INSTALLATION SHALL ALSO 6.b. BRACED FROM THE MAIN TO A ROOF STRUCTURAL MEMBER WITH CONNECTIONS DESIGNED& INSTALLED BY THE F.O.S. FACE OF STUD be considered as dead loads in addition to all other dead load su orted b the roof s stem. Uniform and concentrated roof live loads SPRINKLER SUPPLIER. F.O.W. FACE OF WALL U.N.O. UNLESS NOTED OTHERWISE pp y y CONFORM WITH ICC REPORT ESR-1735P. SEE PLAN FOR DECK GAGE AND CONNECTIONS. SEE ARCH. FOR PRIME PAINT V.E.F. VERTICAL EACH FACE should be included, in addition to all dead loads, except the live load need not apply to the area under the solar photovoltaic system REQUIREMENTS. MINIMUM (3/4" MIN. DIAMETER VISUAL) EFFECTIVE FUSION AREA OF PUDDLE WELDS MUST 6.c. DESIGNED FOR A LATERAL LOAD OF THE WEIGHT PER FOOT OF WATER FILLED PIPE TIMES THE SWAY BRACE FTG. FOOTING VERT. VERTICAL where the clear s ace between the arra s and the roof surface is 12 inches or less. The s ace with 12 inches or less hei ht can be SPACING, PLUS THE WEIGHT OF TRIBUTARY BRANCH LINE WATER FILLED PIPE. GALV. HOT DIP GALVANIZED p y p 9 BE 3/8" BY 1" OR 1/2" DIAMETER. SEAM WELDS MUST BE A MINIMUM OF 1-1/2". COMPLY WITH AWS D1.3. USE NO GA. AG V.F.F. VERTICAL FAR FACE considered as inaccessible space (similar to attics). In addition, other roof loads such as snow, snow drift or rain should be taken into CONCRETE CONTAINING ADMIXTURES OF CHLORIDE OR CHLORIDE SALTS ON ROOF DECK. USE VERCO SHEARTRANZ 6.d. CROSS MAIN BRACING MUST BE ADEQUATELY FASTENED TO THE MAIN FRAME BEAMS. VFY VERIFY G.W.B. GYPSUM WALL BOARD � account when applicabie. Limit solar pane tilt to not exceed 10 degrees from horizontai plane. WHERE INDICATED ON PLAN. OTHER ROOF DECKS AND ATTACHMENT PATTERNS MAY BE CONSIDERED PROVIDED THEY 7. THE SPRINKLER DESIGNER IS TO PROVIDE THE CONTRACTOR,ARCHITECT, ENW&THE ROOF SUPPLIER WITH H. OR HORIZ. HORIZONTAL V.I.F. VERTICAL INSIDE FACE HAVE AN EQUIVALENT DIAPHRAGM STRENGTH AND STIFFNESS AND GRAVITY LOAD CAPACITY. LOCATIONS AND DETAILS OF HANGER AND SWAY BRACE ATTACHMENTS WITH THEIR DESIGN LOADS, SO THESE LOADS � g C. INTERNATIONAL BUILDING CODE V.N.F. VERTICAL NEAR FACE 5. VERIFICATION CAN BE DESIGNED INTO THE JOISTS, ETC. ' V.N.F. VERTICAL OUTSIDE FACE � NUCOR BUILDING SYSTEMS is to verify all design information listed above and notify Engineers Northwest of any discrepancies PRE-ENGINEERED METAL BUILDING SYSTEM 8. THE SPRINKLER CONTRACTOR/DESIGNER SHALI.SUBMIT: I.C.C. INTERNATIONAL CODE COUNCIL I.F INSIDE FACE W� WITH prior to metal building design. PROJECT DEFINITION: 8.a. PLAN WITH LOCATIONS AND LOADS OF ALL HANGERS. INC. INCLUDING w/o WITH OUT � THE METAL BUILDING SUPPLIER (M.B.S.) IS TO PROVIDE AND INSTALL ALL MEMBERS TO CARRY AND DISTRIBUTE g,b. DETAILS AND CAPACITIES OF ALL HANGERS USED. W.H.S. WELD HEAD STUD � OSHA STANDARDS VERTICAL AND LATERAL LOADS TO THE FOUNDATION. @ CL AT CENTER LINE THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR ALI. PROVISIONS OF THE CURRENT OSHA STANDARDS. THE PREREQUISITE TO FABRICATION: 9. THE MBS ROOF DESIGNER TO PROVIDE & INSTALL ADDITIONAL BRACES TO TAKE THE SWAY BRACE LOAD FROM THE GENERAL CONTRACTOR SHALL REVIEW THESE STRUCTURAL DRAWINGS FOR ANY NONCOMPLIANCE WITH OSHA SWAY BRACE INTO THE ROOF LATERAL RESISTING SYSTEM. W THE M.B.S. IS TO PROVIDE ENW A LAYOUT DRAWING SHOWING MAXIMUM DOWNWARD, UPLIFT AND LATERAL LOADS STANDARDS, TAKING INTO ACCOUNT THE GENERAL CONTRACTOR'S MEANS AND METHODS. THE GENERAL CONTRACTOR USING CODE REQUIRED LOAD COMBINATIONS AT ALL FOOTING LOCATIONS AT LEAST 3 WEEKS PRIOR ,TO THE � SHALL INFORM ENW OF ANY NONCOMPLIANCE SO THE DRAWINGS MAY BE MODIFIED FOR COMPLIANCE PRIOR TO CASTING OF ANY FOOTING, IN ORDER TO ADJUST FOOTING SIZES IF NECESSARY TO ACCOMMODATE THE ACTUAL SPECIAL INSPECTIONS CONSTRUCTION. THE GENERAL CONTRACTOR IS TOTALLY RESPONSIBLE FOR MEANS AND METHODS AS WELL AS BUILDING LOADS. SEE"SPRINKLER SUPPORT NOTES"FOR SPRINKLER REQUIREMENTS. INSPECTIONS ARE TO BE PER THE CODE INDICATED ABOVE AND ARE TO BE BY AN INDEPENDENT TESTING LAB JOBSITE SAFETY ON THIS PROJECT. COORDINATION: APPROVED PRIOR TO STARTING CONSTRUCTION BY THE BUILDING DEPT. AND THE ARCHITECT. INSPECT ALL SHOP � THE METAL BUILDING SUPPLIER IS TO PROVIDE ROOF FRAMING PLANS FOR BUILDING DEPARTMENT REVIEW THAT WELDING UNLESS THE SHOP IS CERTIFIED BY THE LOCAL BUILDING DEPARTMENT. FOUNDATION � SLABS CLEARLY SHOW WHICH JOISTS SUPPORT 3" AND LARGER SPRINKLER LINES, MECHANICAL UNITS, DRAFT CURTAINS FOUNDATION: SOILS ENGINEER TO INSPECT FOOTING EXCAVATIONS AND PROVIDE COMPACTION TESTS AS NOTED THE FOUNDATION WAS DESIGNED WITH AN ALLOWABLE SOIL BEARING CAPACITY OF 3000PSF, IN ACCORDANCE WITH AND OTHER CONCENTRATED LOADS. THE LOCATIONS OF THESE LOADS ARE TO BE COORDINATED WITH THE ABOVE. SOILS REPORT NO. T-7364 DATED FEBRUARY 22, 2016 PREPARED BY TERRA ASSOCIATES, INC. THE SITE SHALL BE GENERAL AND SPRINKLER CONTRACTORS PRIOR TO SUBMITTAL. NO CHANGES FROM ARCHITECTURAL OR CONCRETE: TAKE CONCRETE CYLINDERS AS REQUIRED, VERIFY SLUMP AND STRENGTH. SPECIAL INSPECTION IS � PREPARED PER SOILS ENGINEER RECOMMENDATIONS. ALL FOOTINGS AND SLABS SHALL BEAR SOLELY ON MATERIAL STRUCTURAL DRAWINGS ARE TO OCCUR WITHOUT WRITTEN APPROVAL FROM THE ARCHITECT. SEE THE ANCHOR REQUIRED DURING THE TAKING OF TEST SPECIMENS AND PLACING OF ALL REINFORCED CONCRETE. PREPARED PER SOILS REPORT. ALL ENGINEERED FILL AND BACKFILL TO BE COMPACTED PER SOILS ENGINEER BOLT NOTE ON DRAWING S1.1. W REINFORCING: VERIFY ALL REINFORCING IS PLACED IN ACCORDANCE WITH THESE DRAWINGS. CHECK FOR REQUIRED RECOMMENDATIONS. THE MAXIMUM DENSITY SHALL BE DETERMINED BY SOILS ENGINEER. ALL EXTERIOR FOOTINGS TO FINAL INSPECTION: COVER, SIZE, SPACING, LAP AND GRADE. SPECIAL INSPECTION IS REQUIRED DURING THE PLACING OF BE FOUNDED 18" MIN. BELOW FINAL GRADE. FOOTING STEP LOCATIONS SHOWN ON PLANS ARE APPROXIMATE. THE M.B.S. ENGINEER IS TO DO A FINAL INSPECTION OF THEIR STRUCTURE. THE INSPECTION IS TO INCLUDE REINFORCING STEEL. � CONTRACTOR TO VERIFY AND COORDINATE FOOTING STEPS WITH CIVIL ENGINEER TO FINISH GRADE PLANS. ADD VERIFICATION THAT THE SPRINKLER LINES, MECHANICAL UNITS, DRAFT CURTAINS AND ANY OTHER CONCENTRATED w � FOOTING STEPS AS REQUIRED. A COEFFICIENT OF FRICTION OF 0.35 BELOW FOOTINGS AND PASSIVE RESISTANCE OF LOADS HAVE BEEN PLACED PER THE CONTRACT DRAWINGS AND THAT THE HANGERS, PLATFORMS AND LATERAL CONC. EXPANSION � 350 PCF. FOR CANTILEVERED RETAINING WALLS WITH LEVEL BACK FILL USE AN ACTIVE PRESSURE OF 35 PCF (USE BRACES HAVE BEEN INSTALLED TO PROPERLY RESOLVE ALL THE VERTICAL AND LATERAL FORCES WITHOUT &MASONRY ANCHORS NON-EXPANSIVE GRANULAR BACK FILL PER SOILS REPORT) AND A 250 PSF SURCHARGE WHERE TRUCK TRAFFIC CAN OVERSTRESSING THE STRUCTURE. &DRILLED-IN DOWELS: COPY OF ICC REPORT FOR ANCHORS OR AQHESIVE SYSTEM USED � � OCCUR. SEE ARCH. AND SOILS REPORT FOR SLAB ON GRADE UNDERLAYMENT. ALL EXTERIOR SIDEWALK AND INTERIOR VERIFICATION: MUST BE AVAILABLE AT JOB SITE. VERIFY ANCHORS OR ADHESIVE Q F-- E-- SLABS SHALL BEAR ON SOILS PREPARED PER AND APPROVED BY SOILS ENGINEER AND HAVE AN ALLOWABLE BEARING WHEN THE BUILDING HAS BEEN COMPLETED, INCLUDING ANY NECESSARY FIXES, THE M.B.S. WILL PROVIDE THE SYSTEM INSTALLATION IN ACCORDANCE WITH REPORT. VERIFY CERTIFICATION OF INSTALLER FOR � � � CAPACITY OF AT LEAST 1000 PSF. ARCHITECT A LETTER CERTIFYING THAT "THEIR STRUCTURE AS-BUILT COMPLIES WITH THEIR DRAWINGS, THE CODE ADHESIVE ANCHORS. UNDER WHICH THE BUILDING WRS CONSTRUCTED AND ALL EXTRA REQUIREMENTS INDICATED ON THE CONTRACT WELDING: SPECIAL INSPECTION IS REQUIRED DURING ALL STRUCTURAL WELDING. INSPECT ALL FIELD WELDING- w CONCRETE DRAWINGS." THE M.B.S. TO ACCOUNT fN THEIR DESIGN FOR THE FOUNDATION SETTLEMENTS AND DIFFERENTIAL VERIFY CERTIFICATION OF WELDERS. CONTRACTOR SHALL PAY FOR REWELDING AND REINSPECTION OF � � W F'c=4000 PSI. @ 28 DAYS 5-1/2 SACKS MINIMUM CEMENT PER CUBIC YARD FOR ALL CONCRETE SLABS. S E T T L E M E N T S I N D I C A T E D I N T H E S O I L S R E P O R T S. A L L W E L D S N O T M E E T I N G S P E C S. I N S P E C T O R S H A L L N O T I F Y S T R U C T U R A L E N G I N E E R O F W E L D S N O T F'c=3000 PSI. @ 28 DAYS 5-1/2 SACKS MINIMUM CEMENT PER CUBIC YARD FOR ALL OTHER. MEETING SPECS. USE TYPE I/II CEMENT. USE TYPE I11 (HIGH EARLY STRENGTH) CEMENT FOR MEAT PLATFORM. FOR SPECIAL CONDITIONS MASONRY PRE-ENGINEERED ANOTHER TYPE CEMENT MAY BE REQUIRED. SUBMIT FOR APPROVAL. ULTIMATE STRENGTH DESIGN METHOD USED. HOLLOW CONCRETE MASONRY UNITS SHALL BE MEDIUM WEIGHT (50/50) GRADE "N" IN ACCORDANCE WITH ASTM C-90. gUILDING SYSTEM: ENGINEER FOR M.B.S. OR HIS REPRESENTATIVE TO INSPECT FINISHED BUILDING AND PROVIDE A MIXING AND PLACING OF ALL CONCRETE AND SELECTION OF MATERIALS SHALL BE IN ACCORDANCE WITH THE ACI CODE MASONRY STRESSES USED IN DESIGN (F'M = 1500 PSI) WERE FOR INSPECTED CONSTRUCTION. MASONRY UNIT LETTER TO THE ARCHITECT AND BUILDING DEPT. CERTIFYING THAT THE BUILDING AS CONSTRUCTED � 318. PROPORTIONING OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE WORKABLE MIX WITH 4" COMPRESSIVE STRENGTH TO BE 1900 PSI MINIMUM ON NET AREA AND 100d PSI MINIMUM ON GROSS AREA. ALL MASONRY MEETS BOTN THE CONTRACT DRAWINGS AND BUILDING CODE STRUCTURAL REQUIREMENTS. LETTER TO �' MAXIMUM SLUMP (UNLESS SUPERPLASTICIZERS ARE USED) WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS TO BE ERECTED IN ACCORDANCE WITH CODE INDICATED ABOVE. LAP REINFORCING STEEL PER SCHEDULE ON THE BE STAMPED &SIGNED BY THE ENGINEER THAT STAMPED M.B.S. DRAWINGS. M s FREE SURFACE WATER. FOR ADMIXTURES, SEE SPECIFICATIONS. MAXIMUM WATER/CEMENT RATIO = 0.49. 3/4" DRAWINGS. � � CHAMFER ALL EXPOSED EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. WATER CURING SHALL MASONRY: VERIFY THAT UNITS HAVE MINIMUM CELL SIZE PER DRAWINGS. VERIFY REINFORCING LAP AND � PLACEMENT IS PER DRAWINGS. MASONRY CONSTRUCTION SHALL HAVE SPECIAL INSPECTION PER CODE. N s BE USED. AIR ENTRAIN ALL HORIZONTAL CONCRETE EXPOSED TO WEATHER WITH 3% TO 6% AIR BY VOLUME. LIMIT MORTAR DAILY VERIFY MASONRY TOLERANCES PER MASONRY NOTE THIS SHEET. SPECIAL INSPECTION IS U � WATER CEMENT RATIO TO 0.45 AND USE TYPE V CEMENT WHERE SOILS "WATER SOLUBLE SULFATE EXCEEDS 0.20 1. MORTAR SHALL BE TYPE"S" PER ASTM C-270. MASONRY CEMENT AND MORTAR CEMENT ARE NOT TO BE USED ON THIS REQUIRED BASED ON THE"UNIT STRENGTH METHOD"PER THE THREE STEPS NOTED BELOW, SAMPLING N � PERCENT BY WT. ADD NO WATER TO CONCRETE AT SITE. IF INCREASED WORKABILITY IS REQUIRED, CONTRACTOR IS TO PROJECT. AND PLACING OF ALL MASONRY UNITS, PLACEMENT OF REINFORCEMENT, INSPECTION OF GROUT SPACE, °' SUBMIT A MIX DESIGN THAT WILL ALLOW THE ADDITION OF A FIXED AMOUNT WATER REDUCING AGENT OR A FIXED � 2.SUBMIT A MORTAR MIX PER EITHER TABLE 1 OR TABLE 2 OF ASTM C-270. MIXES SUBMITTED PER TABLE 1 MUST IMMEDIATELY PRIOR TO CLOSING OF CLEANOUTS AND DURING ALL GROUTING OPERATIONS. THE � AMOUNT OF SUPER-PLASTICIZER AT THE CONCRETE PLANT. DO NOT USE FLY ASH OR OTHER, NON-PORTLAND CEMENT, INCLUDE THE VOLUME PROPORTIONS FOR VARIFICATION. MIXES SUBMITTED PER TABLE 2 MUST INCLUDE THE � CEMENTUOUS MATERIALS IN CONCRETE FOR THIS PROJECT. ACI 306R IS TO BE FOLLOWED FOR COLD WEATHER VOLUME PORTIONS ALONG WITH A MINIMUM OF 6 RECENT STRENGTH TESTS OF LAB MIXED MORTAR. SPECIAL INSPECTOR IS TO VERIFY THAT: cfl CONCRETING. THE TESTING LAB MUST APPROVE THE CONTRACTORS METHOD OF COMPLIANCE AND CERTIFY THEIR 1. UNITS CONFORM TO ASTM C90 AND ARE SAMPLED AND TESTED IN ACCORDANCE WITH ASTM C140. S h eet L i st Ta b l e O � 3.THE MORTAR SUPPLIER IS TO CERTIFY IN WRITING THAT THE PRE BLENDED MIX N APPROVAL WITH EACH CONCRETE TEST CYLINDER THEY CAST. TESTING LAB TO NOTIFY THE ARCHITECT IMMEDIATELY SUPPLIED TO THE SITE EXACTLY MEETS THE PROPORTIONS OF THE MIX ACCEPTED BY ENW FOR THIS PROJECT. THIS 2. GROUT CONFORMS TO ASTM C476 AND IS SAMPLED FOR EACH 5000 SF OF WALL AND TESTED FOR N Q o NBY FAX AND PHONE OF ANY NONCOMPLIANCE. CERTIFICATION MUST ACCOMPANY EACH MORTAR DELIVERY TO THE SITE AND IS TO BE GIVEN TO THE TESTING LAB 3. MORTAR CONFORMS TO THE VOLUME PROPORTIONS FROM THE MASONRY SECTION. THIS MAY BE W � REPRESENTATIVE FOR THIS PROJECT. H ' N o REINFORCING STEEL 4.MORTAR SHALL BE DELIVERED PREBLENDED TO THE SITE. SITE BLENDING IS ALLOWED ONLY WITH CONTINUOUS ACCOMPLISHED BY CHECKING THE CERTIFICATION FROM THE MORTAR SUPPLIER GIVEN WITH EACH S H E ET a ALL CONCRETE REINFORCING STEEL SHALL BE DEFORMED PER ASTM A615, GRADE 60 (fy=60,000 psi) LAP CONTINUOUS INSPECTION BY THE TESTING LAB. MEASURING BY THE SHOVELFUL IS NOT ALLOWED. BATCH OF MORTAR. (PROVIDED THAT ALL THE ABOVE ARE SATISFACTORY, TESTS FOR STRENGTH N U M BER SH EET TITLE Q � ARE NOT REQUIRED). (� � � REINFORCING BARS 44 BAR DIAMETERS, 1'-10" MINIMUM UNLESS NOTED OTHERWISE. CORNER BARS (1'-10" BEND) TO BE 5.SHOULD THE ABOVE REQUIREMENTS NOT BE FOLLOWED IN THEIR ENTIRETY, THE TESTING LAB IS TO VERIFY THE • PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD VOLUME PROPORTIONS BY PETROGRAPHIC ANALYSIS AND/OR PRISM TESTING OR OTHER TESTING AT ENW S 4. SITE BLENDING OF DRY INGREDIENTS REQUIRES CONTINUOUS INSPECTION BY TESTING LAB. MIXING p � p PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES". WELDED WIRE FABRIC (WWF) TO CONFORM WITH DISCRETION. THE COST OF WHICH IS TO BE BORNE BY THE GENERAL CONTRACTOR: BY SHOVELFUL IS NOT ALLOWED IN ANY CASE. S0.1 GENERAL NOTES ,n ASTM A185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS. FAILURE TO FOLLOW THESE FOUR STEPS WILL MEAN THAT PRISM TESTS WILL BE REQUIRED. THE N 3 S0.2 SPECIAL INSPECTIONS '- COVER TO MAIN REINFORCEMENT TO BE: GROUT CONTRACTOR MAY ELECT TO TAKE PRISM TESTS IN LIEU OF THE"UNIT STRENGTH Q N I PROCEDURE". TESTING LAB TO NOTIFY ENGINEERS NORTHWEST AND THE ARCHITECT BY PHONE AND S0.3 MISCELLANEOUS SECTIONS " ca BOTTOM OF FOOTINGS 3 INCHES GROUT SHALL CONFORM TO THE VOLUME PROPORTION REQUIREMENTS OF ASTM 476. TESTED GROUT STRENGTH W '- FORMED SURFACES WEATHER & EARTH FACE 1-1/2 INCHES SHALL BE 2,000 PSI MINIMUM AT 28 DAYS. GROUT SOLID ANY CAVITY CONTAINING REINFORCING STEEL IN LIFTS NOT TO FAX OF ALL NONCOMPLIANCES REGARDING MASONRY IMMEDIATELY. TESTING LAB TO SEND REPORTS E- J S1.1 WAREHOUSE AND OFFICE FOUNDATION PLAN t� � TO ENGINEERS NORTHWEST AND THE ARCHITECT WITHIN 5 DAYS OF TEST. � � FORMED SURFACES INTERIOR FACE 3/4 INCHES EXCEED 4'-0" UNLESS HIGHLIFT CODE PROCEDURES ARE FOLLOWED AND MONITORED AND REPORTED BY THE TESTING -� LAB. REINFORCING STEEL SHALL BE DEFORMED BARS ASTM A615, GRADE 60 (FY=60,000 PSI). SPLICES SHALL BE 60 BAR STEEL: IN ACCORDANCE WITH TABLE 1704.3 OF IBC AND REFERENCED STANDARDS. 1.1 RE O A O IC SL J T P N ¢ v W 0 Z SHOULD THE REINFORCING SUPPLIER AND/OR DETAILER CHOOSE TO USE SOFT METRIC, EACH AND EVERY REBAR DIAMETERS MINIMUM UNLESS OTHERWISE SHOWN. ALL CONNECTIONS AND BOLTS SHOWN EMBEDDED IN MASONRY ARE CONTINUOUS INSPECTION: a CALLOUT MUST BE INDICATED WITH BOTH SIZES WITH THE IMPERIAL SIZE FIRST THUS: "#4/#13" NO EXCEPTIONS. A TO BE INSTALLED BY THE MASONS DURING THE CONSTRUCTION OF THE WALL OR PIER. PROVIDE CORNER �ARS TO SLIP-CRITICAL(SC) HIGH STRENGTH BOLTED CONNECTIONS. S1.2 WAREHOUSE ROOF FRAMING PLAN � � CONVERSION TABLE ALONE IS UNACCEPTABLE. WE WIL�CHECK THE SHOP DRAWINGS TO THE IMPERIAL SIZES ONLY. 1T MATCH ALL HORIZONTAL RElNFORCING. ALL MASONRY TO BE RUNNING BOND LAY-UP. ALL MASONRY BOLTS&WHS ON W W � COMPLETE AND PARTIAL PENETRATION GROOVE WELDS. NON-DESTRUCTIVE TESTING IS REQUIRED FOR S1.2F 2ND FLOOR OFFICE FRAMING PLAN J � WILL BE THE RESPONSIBILITY OF THE REINFORCING SUPPLIER AND THE GENERAL CONTRACTOR TO VERIFY THAT ALL 7HIS PROJECT TO BE GROUTED IN PLACE WITH AT LEAST 1"OF GROUT BETWEEN THE BOLT AND THE MASONRY(NO ALL COMPLETE PENETRATION WELDS-SHOP AND FIELD. J ~ � S1.3F 3RD FLOOR OFFICE FRAMING PLAN W W � CONVERSIONS TO METRIC SUPPLY AT LEAST THE SAME AREA OF STEEL AS THE IMPERIAL EXCEPTIONS). MAXIMUM ALLOWABLE CONSTRUCTION WALL ALIGNMENT TOLERANCES (BASED ON ACTUAL DIMENSIONS) MULTIPASS FILLET WELDS. � .-. ARE AS FOLLOWS: VERTICAL+ 1/4" IN 10 FT, 3/8" IN 20 FT. & 1/2"MAXIMUM IN WALL HEIGHT. HORIZONTAL+ 1!4" IN 10 FT., S1.4F OFFICE ROOF FRAMING PLAN � - � co 3/8" IN 20 FT&+ 1/2" MAXIMUM. WALLS EXCEEDING THESE TOLERANCES MUST BE REMOVED AND REPLACED (NO SINGLE-PASS FILLET WELDS GREATER THAN 5/16-INCH. cn REINFORCING STEEL WELDING EXCEPTIONS). TESTING LABORATORY TO CHECK CONSTRUCTION DAILY TO THESE TOLERANCES. NOTE: MASONRY IS WELDING OF REINFORCING IN INTERMEDIATE AND SPECIAL MOMENT FRAMES, BOUNDARY ELEMENTS OF S3.1 ELEVATIONS � _ � +� USE ASTM A706 GRADE 60 (fy - 60,000 psi) FOR ANY REINFORCING THAT IS TO BE WELDED. FOLLOW PROCEDURES OF NOT TO BE CONSTRUCTED ABOVE ELEVATION 18'-8"AT MAIN BUILDING &ELEVATION 10'-0"AT TIRE CENTER UNTIL M.B.S. SPECIAL REINFORCED CONCRETE SHEAR WALLS AND SHEAR REINFORCEMENT. S3.2 ELEVATIONS AND BRACING SECTIONS Y ? ANSI/AWS D1.4-92, "STRUCTURAL WELDING CODE - REINFORCING STEEL". USE E80XX LOW HYDROGEN ELECTRODES W V � � CONFORMING TO ANSI/AWS A5.1 OR A5.5. DO NOT WELD REINFORCING IF TEMPERATURE IS BELOW 32 DEGREES ROOF IS INSTALLED AND (S STRAIGHT AND TRUE AT INSIDE FACE OF MASONRY. THE MASON MUST VERIFY THE PERIODIC INSPECTION: W PLRCEMENT OF THE VERTICAL WALL DOWELS PRIOR TO THE CASTING OF THE FOOTINGS. VERIFY HIGH-STRENGTH BOLT IDENTIFICATION MARKINGS CONFORM TO SPECIFIED ASTM STANDARDS. S .1 O DATION SECTI S � U FAHRENHEIT. MAINTAIN A MINIMUM PREHEAT AND INTERPASS TEMPERATURE OF 50 DEGREES FAHRENHEIT FOR NO. 7 N THROUGH N0.11 BARS. DO NOT WELD NO. 14 AND N0.18 BARS. DO NOT WELD WITHIN 3-INCHES OF BENDS. LET BARS REVIEW OF MANUFACTURER'S CERTIFICATE OF COMPLIANCE. S4.2 FOUNDATION SECTIONS LLJ Q M a� i COOL NATURALLY TO AMBIENT TEMPERATURE AFTER WELDING; DO NOT QUENCH. USE CERTIFIED WELDERS. PROVIDE INSTALLATION OF BEARING-TYPE BOLTED CONNECTIONS. � SPEGIAL INSPECTION PER CODE. SUBMIT MILL CERTIFICATES. SINGLE-PASS FILLET WELDS 5/16-INCH OR LESS. 4. F U A S TI O J Q � FLOOR AND ROOF DECK WELDS. S5.1 OFFICE FRAMING FOUNDATION SECTIONS z d�- N STRUCTURAL STEEL AND MISCELLANEOUS STEEL COLD-FORMED STEEL FRAME WELDING. � ALL WORK IN ACCORDANCE WITH "AISC SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL � S5.2 OFFICE ROOF SECTIONS J S ee � WELDING OF STAIRS AND RAILINGS. .- WELDING OF STUDS. S6.1 LATERAL BRACE ELEVATIONS v�i VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A-706. 6. LATE BRAC E N W � ;� WELDING OF REINFORCING STEEL OTHER THAN THAT REQUIRING CONTINUOUS INSPECTION. 10 T IN W L CA N N Z �� ■ 1 � o STEEL JOINTS AND CONNECTIONS FOR COMPLIANCE WITH PLANS. N � S10.1 RETAINING WALL SECTIONS (' / J