The URL can be used to link to this page

Home My WebLink AboutSHEET S101 - Shoppes on Main Retail Building (Carmel, IN) 13SPECIAL INSPECTION REQUIREMENTS BUILDING CODE SECTION 1704 & 1707 REQUIRES A SPECIAL INSPECTOR TO OBSERVE THE WORK ASSIGNED FOR CONFORMANCE TO THE APPROVED DESIGN DRAWINGS AND SPECIFICATIONS. THESE INSPECTIONS ARE IN ADDITION TO INSPECTIONS SPECIFIED ELSEWHERE. ENGINEER OF RECORD, LLC DOES NOT PROVIDE THESE INSPECTIONS. THE OWNER SHALL RETAIN THE SERVICES OF A MATERIAL TESTING AGENCY TO MAKE AVAILABLE A SPECIAL INSPECTOR WHO SHALL PROVIDE INSPECTIONS DURING CONSTRUCTION ON THE TYPES OF LISTED WORK. SPECIAL INSPECTOR SHALL SUBMIT COPIES OF INSPECTION REPORTS TO THE CONSTRUCTION MANAGER AND THE STRUCTURAL ENGINEER. SPECIAL INSPECTION REQUIREMENTS FOR WIND RESISTANCE INSPECTION TASKS ROOF CLADDING AND ROOF FRAMING CONNECTIONS CMU WALL CONNECTION TO ROOF DIAPHRAGM AND FRAMING ROOF DIAPHRAGM SYSTEMS VERTICAL WIND FORCE RESISTING SYSTEMS VERTICAL WIND FORCE RESISTING SYSTEMS CONNECTIONS TO FOUNDATION FABRICATION AND INSTALLATION OF SYSTEMS OR COMPONENTS REQUIRED TO MEET THE IMPACT RESISTANT REQUIREMENTS OF IBC SECTION 1609.1.2 THE CONTRACTOR RESPONSIBLE FOR CONSTRUCTION OF THE MAIN WIND FORCE RESISTING SYSTEM OR COMPONENT LISTED ABOVE SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL PRIOR TO COMMENCEMENT OF WORK ON THE SYSTEM OR COMPONENT. REFERENCE BUILDING CODE SECTION 1706.1 FOR REQUIREMENTS OF THIS STATEMENT OF RESPONSIBILITY. REQUIRED INSPECTIONS DURING CONCRETE CONSTRUCTION INSPECTION TASK FREQUENCY OF REFERENCE FOR INSPECTION CRITERIA 1, INSPECTION OF REINFORCING STEEL INCLUDING PLACEMENT 2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH "INSPECTION FOR STEEL MATERIALS' 3, INSPECT ANCHOR RODS INSTALLED IN CONCRETE (ONLY RODS WITH DOUBLE NUTS ON BOTTOM) 4. VERIFY USE OF REQUIRED MIX DESIGN 5. SAMPLING OF FRESH CONCRETE, INCLUDING: SLUMP, AIR CONTENT, CONCRETE TEMPERATURE AT THE TIME OF MAKING SPECIMENS FOR STRENGTH EVALUATION 6. INSPECTION OF CONCRETE PLACEMENT FOR PROPER TECHNIQUES 7. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURES AND TECHNIQUES 8. ERECTION OF PRECAST CONCRETE MEMBERS PERIODIC IACI 318: 3.5, 7.1-7 CONSTRUCTION SAFETY & STABILITY THE STRUCTURE HAS BEEN DESIGNED ONLY FOR THE IN-SERVICE LOADS. THE METHODS AND MEANS OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO INSURE SAFE WORKING CONDITIONS, PROVIDE FOR PUBLIC SAFETY AND MAINTAIN THE INTEGRITY OF THE STRUCTURE DURING ALL STAGES OF CONSTRUCTION. THE STRUCTURAL STEEL FRAME, IN THE COMPLETELY ERECTED AND FULLY CONNECTED STATE REQUIRES INTERACTION WITH NON-STRUCTURAL STEEL ITEMS (METAL DECK AND SHEAR WALLS, EITHER MASONRY OR INSPECTION FOR STEEL MATERIALS CONCRETE) FOR STRENGTH AND/OR STABILITY. TEMPORARY BRACING DURING CONSTRUCTION IS REQUIRED. TEMPORARY SUPPORTS AND BRACES INSTALLED DURING ERECTION SHALL REMAIN IN PLACE UNTIL INSPECTION TASK FREQUENCY OF REFERENCE FOR COMPLETION OF THE INSTALLATION OF THE STRUCTURAL STEEL FRAME, DIAPHRAGM ELEMENTS AND LATERAL -LOAD -RESISTING SYSTEM. INSPECTION CRITERIA MASONRY AND CONCRETE WALLS ARE NOT DESIGNED TO BE STABLE DURING CONSTRUCTION. THE CONTRACTOR AISC ASD, SEC. A3.4 SHALL RETAIN A PROFESSIONAL ENGINEER TO DESIGN BRACING FOR THE WALLS. THE CONTRACTOR SHALL OR INSTALL BRACES IN A TIMELY MANNER TO PREVENT COLLAPSE OF THE WALLS. BRACES SHALL REMAIN IN FLAX AISC LRFD, SEC. A3.3 UNTIL STRUCTURAL ELEMENTS PROVIDING LATERAL SUPPORT FOR THE WALLS ARE IN PLACE AND THE WALLS PERIODIC HAVE ATTAINED THE STRENGTH REQUIRED BY THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL INSPECT THE BRACES DAILY AND MAKE ADJUSTMENTS, REPAIRS OR REPLACEMENTS AS REQUIRED INSURING THE STABILITY OF THE WALLS. PERIODIC AISC LRFD, SEC. M2.5 THE CONTRACTOR, ERECTOR OR FABRICATOR SHALL NOTIFY THE ENGINEER OF RECORD AND THE OWNER'S DESIGNATED REPRESENTATIVE FOR CONSTRUCTION IF CHANGES ARE REQUIRED TO THE STRUCTURAL STEEL PERIODIC FRAME TO ALLOW ERECTION TO CONFORM TO OSHA REGULATIONS, INCLUDING SUB -PART R. BIDS SHALL BE BASED ON THE ERECTION METHOD CHOSEN BY THE CONTRACTOR OR ERECTOR. BIDS SHALL INCLUDE THE CONTINUOUS COST FOR MODIFICATIONS OF THE STRUCTURAL STEEL, STEEL JOISTS, JOIST GIRDERS, METAL DECK OR LATERAL -LOAD -RESISTING SYSTEM BASED ON THE CHOSEN METHOD. ASTM A6 OR PERIODIC ASTM A588 NOTICE TO CONTRACTORS WORKING ON ROOF DECK: PERIODIC STEEL DECK INSTITUTE REQUIRES THE ROOF DECK TO SUPPORT A CONCENTRATED CONSTRUCTION LOAD OF AISC ASD, SECTIONS 200 POUNDS AT MID -SPAN OF A ONE -FOOT WIDE SECTION OF DECK. CONSTRUCTION LOADS SHALL NOT A3.5 & A3.6 EXCEED THIS VALUE NOR THE UNIFORM LIVE LOAD VALUE SHOWN IN THE DESIGN DATA SECTION OF THE PERIODIC DRAWINGS. SUB -CONTRACTOR SHALL DISTRIBUTE LOADS TO ROOF DECK BY APPROPRIATE MEANS TO PREVENT DAMAGE OF THE ROOF DECK BY CONSTRUCTION ACTIVITIES. SUB -CONTRACTOR IS SOLELY RESPONSIBLE FOR MEANS B. MANUFACTURER'S CERTIFICATE OF PERIODIC ACI 318: 3.5.2 AND METHODS OF CONSTRUCTION. SUBCONTRACTOR CAUSING DAMAGE TO ROOF DECK DURING PERIODIC COMPLIANCE CONSTRUCTION IRESPONSIBLE FOR THES COST OF REMOVAL AND REPLACEMENT OF DAMAGED DECK. AWS D1.4 EXPENSES MAY INCLUDE FEES CHARGED BY THE ENGINEER, ARCHITECT OR TESTING AGENCIES FOR REVIEW 5a. WELDING OF STRUCTURAL STEEL I I AND INSPECTION OF THE ROOF DECK BEFORE AND AFTER REPAIRS. 1. MATERIAL VERIFICATION OF HIGH STRENGTH BOLTS, NUTS AND WASHERS A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS B. MANUFACTURER'S CERTIFICATE OF COMPLIANCE 2, HIGH STRENGTH BOLTING A. BEARING TYPE CONNECTIONS B. SLIP CRITICAL CONNECTIONS 3. MATERIAL VERIFICATION OF STRUCTURAL STEEL A. MATERIAL IDENTIFICATION MARKINGS B. CERTIFIED MILL TEST REPORTS 4, MATERIAL VERIFICATION WELD FILLER MATERIAL A. CONFORMANCE TO AWS SPECIFICATION AS SPECIFIED IN THE APPROVED PLANS AND SPECIFICATIONS. CONTINUOUS IBC: 1912.5 1. COMPLETE AND PARTIAL PENETRATION GROVE WELDS CONTINUOUS AWS PIT PERIODIC ACI 318: CH. 52-54 4 2. MULTI -PASS FILLET WELDS CONTINUOUS AWS BIT CONTINUOUS ACI 318: 5.6, ASTM C-172, 5.8 C31 3. SINGLE -PASS FILLET WELDS PERIODIC AWS DIA 4. FLOOR AND ROOF DECK WELDS PERIODIC AWS D1.3 5b. WELDING OF REINFORCING STEEL AWS D1.1 CONTINUOUS ACI 318: 5.9, 5.10 1. VERIFICATION OF WELDABILITY OF REINFORCING STEEL PERIODIC AWS DIA PERIODIC ACI 318: 5.11, 5.13 2. SHEAR REINFORCEMENT CONTINUOUS AWS CIA 3. OTHER REINFORCEMENT PERIODIC AWS DIA PERIODIC ACI 318: Ch. 16 6. STEEL FRAME JOINT DETAILS APPROVED CONSTRUCTION 9. EVALUATION OF CONCRETE STRENGTH PERIODIC ACI 318: QUA 1. DETAILS AT BRACES AND STIFFENER PLATES PERIODIC DOCUMENTS TEMPERATURES AND TECHNIQUES REINFORCING STEEL LEVEL 1 SPECIAL INSPECTIONS FOR MASONRY CONSTRUCTION 2, MEMBER LOCATIONS PERIODIC INSPECTION TASK FREQUENCY OF REFERENCE FOR 3. AACHIQN OF JOINT DETAILS AT PERlollc ATT EEACH CONNECTION INSPECTION CRITERIA 1, AS MASONRY CONSTRUCTION BEGINS, VERIFY COMPLIANCE OF THE FOLLOWING WITH THE CONSTRUCTION DOCUMENTS AND REVIEWED SUBMITTALS. A. PROPORTIONS OF SITE PREPARED MORTAR B. CONSTRUCTION OF MORTAR JOINTS C. LOCATION OF REINFORCEMENT, CONNECTORS AND ANCHORS 2. VERIFY THE FOLLOWING. A. SIZE AND LOCATION OF STRUCTURAL ELEMENTS B. ANCHOR TYPE, SIZE AND LOCATION, INCLUDING DETAILS OF ANCHORAGE OF MASONRY TO STRUCTURAL MEMBERS, FRAMES OR OTHER CONSTRUCTION. C. REINFORCEMENT SIZE, GRADE AND TYPE CONFORMS TO SPECIFICATIONS D. WELDING OF REINFORCEMENT AND HEADED STUD ANCHORS E. PROTECTION OF MASONRY DURING COLD WEATHER (TEMPERATURE BELOW 40-F) F. PROTECTION OF MASONRY DURING HOT WEATHER (TEMPERATURE ABOVE 90'F) 3. PRIOR TO GROUTING, VERIFY THE FOLLOWING: A. GROUT SPACE IS CLEAN B. PLACEMENT OF REINFORCEMENT AND DEVICES TO HOLD REINFORCEMENT IN PLACE DURING GROUTING C. PROPORTIONS OF SITE -PREPARED GROUT D. CONSTRUCTION OF MORTAR JOINTS 4, VERIFY GROUT PLACEMENT CONFORMS WITH CODE AND CONSTRUCTION DOCUMENTS 5, OBSERVE PREPARATION OF GROUT SPECIMENS, MORTAR SPECIMENS AND/OR PRISMS 6. COMPLIANCE WITH INSPECTION PROVISIONS OF CONSTRUCTION DOCUMENTS AND CODE AND APPROVED RELEASED FOR CONSTRUCTION Subject to compliance WA all regulations of State and Local Codes City of Cannel X;OG DATE: 06/17/19 SPECIAL INSPECTIONS FOR POST INSTALLED ANCHORS POST INSTALLED ANCHORS MUST BE TESTED PRIOR TO THEIR USE TO SUPPORT OR RESIST ANY LOADS. NOT LESS THAN 25% OF POST INSTALLED ANCHORS SHALL BE TESTED- TESTING MAY USE TORQUE TESTS OR PULL OUT TESTS. PERIODIC ACI 530.1 ARTICLE 2EA PERIODIC ACI 530.1 ARTICLE 33B PERIODIC ACI 530.1 ARTICLE 3.4 PERIODIC ACI 530.1 ARTICLE 33G PERIODIC ACI 530 SECTIONS 1,15.4, 2.1.2 PERIODIC ACI 530 SECTION 1.12 ACI 530.1 ARTICLE 2.4, 3.4 CONTINUOUS I ACI 530 SECTION 2.1.8.E PERIODIC I ACI 530.1 ARTICLE 1.PC PERIODIC I ACI 530.1 ARTICLE ISO PERIODIC ACI 530.1 ARTICLE 3.2D PERIODIC ACI ACI 530.1 530.1 SECTION ARTICLE 1.12 3.4 PERIODIC ACI 530.1 ARTICLE 2.6B PERIODIC ACI 530.1 ARTICLE 33B CONTINUOUS ACI 530.1 ARTICLE 3.5 CONTINUOUS I ACI 530 -1 ARTICLE 1 4 PERIODIC I ACI 530.1 ARTICLE 1.5 ABBREVIATIONS A.R. ANCHOR ROD FIN, FINISH NIC NOT IN CONTRACT ARCH. ARCHITECTURAL FD FLOOR DRAIN NS NEAR SIDE B.L. BUILDING LINE FS FAR SIDE FPS NOT TO SCALE B/BM BOTTOM OF BEAM PER, FOUNDATION NO, NUMBER B/F BOTTOM OF FOOTING FTG. FOOTING ON ON CENTER BLDG. BUILDING FT FEET OFD OVERFLOW DRAIN BM, BEAM GA. GAUGE ODE OUTSIDE FACE BRG. BEARING GALV. GALVANIZED OPP. OPPOSITE C.J. CONSTRUCTION OR CONTROL JOINT GRAN. GRANULAR PC PRECAST CONCRETE CL CENTERLINE HK, HOOK PL PLATE BILE. CLEAR HORIT HORIZONTAL PSF POUNDS PER SQUARE FOOT CMU CONCRETE MASONRY UNIT NSA HEADED STUD ANCHOR RD ROOF DRAIN COL COLUMN HSS HOLLOW STRUCTURAL SECTION REINE REINFORCEMENT CONC, CONCRETE IJ ISOLATION JOINT REQ'D. REQUIRED CONNX CONNECTION ISF INSIDE FACE CONST, CONSTRUCTION IN. INCH REV. REVISION CON]. CONTINUOUS INSULT. INSULATION SEC. SECTION CONTR. CONTRACTOR J/B JOIST BEARING S.F. STOREFRONT D.L. DEAD LOAD JST. JOIST SET SQUARE FEET DET. DETAIL JT. JOINT SHT. SHEET DIA DIAMETER LB. POUND SIM. SIMILAR DWG. DRAWING ILL LIVELOAD SPA SPACES OR SPACING DWL DOWEL LLH LONG LEG HORIZONTAL SPECS SPECIFICATIONS EE EACH END ST STEEL OF EACH FACE LLV LONG LEG VERTICAL STD STANDARD EW EACH WAY LSH LONG SIDE HORIZONTAL SLR. STRUCTURE OR STRUCTURAL EA. EACH LN LONG SIDE VERTICAL T&B TOP &BOTTOM EJ EXPANSION JOINT NO MASONRY OPENING T/BM TOP OF BEAM EL. ELEVATION MAIL MATERIAL T/FTG TOP OF FOOTING EOD EDGE OF DECK MAX. MAXIMUM IYP. TYPICAL EOS EDGE OF SLAB MIN, MINIMUM T/S TOP OF STEEL EQ. EQUAL DISC MISCELLANEOUS ONO UNLESS NOTED OTHERWISE EX EXIST. IS EXISTING VERT, VERTICAL EX EXPANSION WWR WELDED WIRE REINFORCEMENT W/ WITH 0 z Z BUILDING CODE INFORMATION 0 BUILDING CODE AND DESIGN DATA aaaaaaaaaa e0 THE BUILDING STRUCTURE HAS BEEN DESIGNED IN ACCORDANCE WITH THE INTERNATIONAL 0 w BUILDING CODE, 2012 EDITION WITH AMENDMENTS ROOF DESIGN LOADS W LIVE/RAIN/SNOW.... ............................................... 25 BOB F- DEAD LOADS:.. ....... .-.............................................15 TO 25 PSF T GROUND SNOW LOAD(Pg).................................20.0 PSF Q FLAT -ROOF SNOW LOAD(RE) .............................. 14.0 PSF SNOW EXPOSURE FACTOR(CE)............................ A Q SNOW IMPORTANCE FACTOR(1).............................. 1.0 SNOW THERMAL FACTOR ......................................... 1.0 O OFFICE FLOOR DESIGN LOADS C ZO N _ LIVE LOAD ... ,......_._..__..._................................ 100 PSF (� i N DEAD LOADS... 55 PER Q 13 _ a STORAGE FLOOR DESIGN LOADS O i p z LIVE LOAD....... ...... ................................................ 125 PSF d - DEAD LOADS........................................................... 88 PER G : a' En LIVE LOAD HAS BEEN REDUCED AS ALLOWED BY THE BUILDING CODE. U > W J `1 O WIND DESIGN DATA • 7 Q BASIC WIND SPEED (3 SECOND GUST)._ ...... ...... 115 MPH (PER ASCE 7-10/IBC 2012) z WIND LOAD IMPORTANCE FACTOR (1)................... 1.0 WIND EXPOSURE CATEGORY .......... .......................0 11i ❑ INTERNAL PRESSURE COEFFICIENT .......................+/- 0.18 z WIND DESIGN PRESSURE (P)..............................VARIES WITH HEIGHT SEISMIC DESIGN DATA OCCUPANCY CATEGORY..........................................II L1 SEISMIC IMPORTANCE FACTOR (1).. ...... ...... ...... -.1.0 SITE CLASS .... ........ ............. ...... D ❑ c MAPPED SPECTRAL RESPONSE ACCELERATIONS: 9 SS.... ....... ..................... ............................ ......... 0.147 0 5 S 1................................... ......... ....... ........ .0.082 DESIGN SPECTRAL ACCELERATION PARAMENERS wS SD............................_........................._....._..0.1 68 SDI .............................................................0.136 36 G `m SEISMIC DESIGN CATEGORY .... ....... .............. ....... ...0 • m BASIC SEISMIC RESISTING -SYSTEM: Ar � � o w STRUCTURAL STEEL SYSTEM NOT SPECIFICALLY DETAILED FOR SEISMIC RESISTANCE W c y ur DESIGN BASE SHEAR. ...... ..... ...... ..... ....... ..... .Cs*W LU LU = vi SEISMIC RESPONSE COEFFICIENTS CS................0.034 -a, RESPONSE MODIFICATION FACTORS R:................ 5.0 _ ANALYSIS PROCEDURE UTILIZED.... EQUIVALENT LATERAL FORCE PROCEDURE z ^ N W inu_ Z 0 z w Z W O L) zz O O F- DO F- z K (q ELI Oz2 LL - LU Z Q 2� W O =) owO 000.LU X DESCRIPTION DATE DRAWING INDEX SHEETCODE DESCRIPTION SIDI INFORMATION AND SPECIAL INSPECTION REQUIREMENTS S102 GENERAL NOTES S201 FOUNDATION PLAN S221 ROOF FRAMING PLAN S301 FOUNDATION DETAILS 5302 FOUNDATION DETAILS S303 MASONRY DETAILS S321 ROOF FRAMING DETAILS S322 ROOF FRAMING DETAILS S331 ROOF FRAMING DETAILS S332 FRAMING DETAILS S333 TYPICAL FRAMING DETAILS S334 TYPICAL STEEL STUD FRAMING DETAILS O�piiiuippry E. �pt5TPq j PE10IM27 Ao'. STATE OF 'w S s^ N AOALIII�e APRIL 10, 2019 18148 S101