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2 3 4 1 5 A. DESIGN CRITERIA 1. "BUILDING CODE" -"INTERNATIONAL BUILDING CODE 2015" (IBC 2015) AS SUPPLEMENTED BY ASCE 7 "MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES" (2010) AND MODIFIED BY STRUCTURAL REQUIREMENTS AND CRITERIA SPECIFIED BY ICC / NSSA STANDARD FOR THE DESIGN AND CONSTRUCTION OF STORM SHELTERS 2014 (ICC 500-2014) (INCLUDING ALL LOCAL REQUIREMENTS AND AMENDMENTS TO THE "BUILDING CODE") 2. A 3 LIVE LOADS DETERMINED IN ACCORDANCE WITH THE "BUILDING CODE". LOCATION MINIMUM UNIFORMLY DISTRIBUTED LIVE LOAD MINIMUM CONCENTRATED LIVE LOAD ROOF - (CANOPY AREA) 20 PSF 300 LBS ROOFS (MINIMUM) PER ICC-500 100 PSF ------ ROOFS (MINIMUM) PER ICC--500 100 PSF ---- SNOW LOADS - N/A 4. WIND LOADS DETERMINED IN ACCORDANCE WITH. THE STRUCTURAL REQUIREMENTS AND THE CRITERIA AS SPECIFIED IN THE BUILDING CODE AND ICC/NSSA STANDARD FOR THE DESIGN AND CONSTRUCTION OF STORM.SHELTERS 2014 (ICC 500-2014). I 0 5 0 WIND LOAD PARAMETERS - BUILDING ADDITION: RISK CATEGORY it NOMINAL DESIGN WIND SPEED Vasd = 250 MPH (ICC 500, SECTION 304.2) WIND EXPOSURE CATEGORY C (ICC 500, SECTION 304.4) INTERNAL PRESSURE COEFFICIENT GCpi = +/-0.55 (ASCE 7, TABLE 26.11-1, PARTIALLY ENCLOSED) DIRECTIONALITY FACTOR Kd = 1.0 (ICC 500, SECTION 304.3) CANOPY AND PARAPET: RISK CATEGORY II WIND IMPORTANCE FACTOR Iw = 1.0 (ASCE 7) ULTIMATE DESIGN WIND SPEED Vug = 140 MPH (ASCE 7) WIND EXPOSURE CATEGORY C (ASCE 7) INTERNAL PRESSURE COEFFICIENT GCpi = +/-0.55 (ASCE 7; PARTIALLY ENCLOSED) DEBRIS CRITERIA - TORNADO MISSILE IMPACT CRITERIA (ICC 500, SECTION 305) MISSILE SIZE 15 lb. 2x4 MISSILE SPEED (VERTICAL SURFACES) 100 MPH MISSILE SPEED (HORIZONTAL SURFACES). 67 MPH SEISMIC LOADS DETERMINED IN ACCORDANCE WITH THE "BUILDING CODE". DESCRIPTION OF THE STRUCTURE AND LATERAL FORCE RESISTING SYSTEM: ALL LATERAL LOAD RESISTANCE AND STABILITY OF THE BUILDING IN THE COMPLETED STRUCTURE IS PROVIDED BY BEARING WALL SYSTEM WITH ORDINARY REINFORCED MASONRY SHEAR WALLS. THE CONCRETE ROOF SLAB ON COMPOSITE STEEL DECK SERVES AS HORIZONTAL DIAPHRAGM THAT DISTRIBUTES THE LATERAL WIND AND SEISMIC LOADS HORIZONTALLY TO THE VERTICAL MASONRY SHEAR WALLS. THE VERTICAL MASONRY SHEAR WALLS CARRY THE APPLIED LOADS TO THE BUILDING FOUNDATIONS. SEISMIC DESIGN PARAMETERS - RISK CATEGORY II SEISMIC IMPORTANCE FACTOR l e = 1.0 MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIOD SS = 0.068g MAPPED SPECTRAL RESPONSE ACCELERATION AT PERIOD OF 1 SECOND S , = 0.034g SITE CLASSIFICATION CLASS D* DESIGN SPECTRAL RESPONSE ACCELERATION AT SHORT PERIOD SDS= 0.072g (CALCULATED) DESIGN SPECTRAL RESPONSE ACCELERATION AT A PERIOD OF 1 SECOND SDI = 0.055g (CALCULATED) SEISMIC DESIGN CATEGORY I A * SITE CLASSIFICATION ASSUMED AS "CLASS D", PER IBC 2015 SECTION 16.13.3.2. CALCULATED SAS, SDI, CS, AND SEISMIC DESIGN CATEGORY BASED ON ASSUMED SITE CLASSIFICATION. LOAD COMBINATIONS ARE IN ACCORDANCE WITH THE "BUILDING CODE" (IBC 2015, SECTION 1605.2). A. DESIGN CRITERIA 7. NO PROVISIONS FOR ANY FUTURE BUILDING EXTENSION OR ADDITION HAVE BEEN MADE IN THE STRUCTURAL DESIGN. 8. PROJECT PROVIDES AN OPEN MEETING ROOM LOCATED OUTSIDE OF AN EXISTING BUILDING. THE OPEN MEETING ROOM IS DESIGNED TO MEET ICC 500-2014 STRUCTURAL CRITERIA TO FUNCTION AS A HARDENED AREA. B. SOIL PREPARATION AND FOUNDATIONS 1. FOUNDATIONS HAVE BEEN DESIGNED IN ACCORDANCE WITH THE RECOMMENDATIONS CONTAINED IN THE "GEOTECHNICAL ENGINEERING REPORT" PREPARED FOR THE PROJECT BY TERRACON CONSULTANTS, INC. DATED FEBRUARY 12, 2019. A. THE CONTRACTOR MAY NOT RELY UPON NON -TECHNICAL DATA, OPINIONS, OR INTERPRETATIONS FOUND IN THE GEOTECHNICAL REPORT IDENTIFIED ABOVE NOR UPON THE COMPLETENESS THEREOF FOR CONTRACTORS PURPOSES. COPIES OF THE AFOREMENTIONED 3. GEOTECHNICAL REPORT ARE NOT INCLUDED WITH THE BIDDING DOCUMENTS. THE GEOTECHNICAL REPORT IS NOT PART OF THE CONTRACT DOCUMENTS, BUT THE TECHNICAL DATA CONTAINED: THEREIN UPON WHICH THE CONTRACTOR IS ENTITLED TO RELY, AS SPECIFICALLY LISTED IN THE FOREGOING SUBPARAGRAPH, IS INCORPORATED INTO THE CONTRACT DOCUMENTS BY REFERENCE. 2. ALL EXCAVATION, FILL, COMPACTION, PREPARATION AND GRADING OF THE SITE SHALL BE IN ACCORDANCE WITH IBC 2015 AND OSHA REQUIREMENTS 3. SOIL SUPPORTED FOUNDATIONS A. DESIGN BEARING PRESSURE (NET) IS 2,500 PSF FOR SPREAD FOOTING SHALLOW FOUNDATIONS BEARING ON UNDISTURBED FIRM SUBGRADE SOIL OR APPROVED STRUCTURAL FILL MATERIAL. DESIGN VALUES AND BEARING MATERIALS SHALL BE VERIFIED AND APPROVED BY A QUALIFIED LICENSED GEOTECHNICAL ENGINEER. B. MAT SLAB FOUNDATIONS SHALL BE PLACED ON APPROVED COMPACTED STRUCTURAL FILL OR ON APPROVED UNDISTURBED NATIVE MATERIAL. C. FOUNDATION REINFORCING SHALL BE SUPPORTED FROM ABOVE OR WITH 3 INCH BAR SUPPORTS AT 4 FEET ON CENTER (MAX.) WHILE DEPOSITING CONCRETE IN FORMS. D. MOISTURE CONTENT IN MAT SLAB FOUNDATION EXCAVATIONS NECESSARY TO PREVENT LOSS OF COMPACTION SHALL BE MAINTAINED UNTIL MAT SLAB FOUNDATION ARE PLACED. MAT SLAB FOUNDATION SHALL BE POURED AS SOON AS PRACTICAL AFTER EXCAVATION AND SUBGRADE PREPARATION ARE COMPLETED. IN NO CASE SHALL EXCAVATIONS BE ALLOWED TO REMAIN OPEN OVERNIGHT. E. A MODULUS OF SUBGRADE REACTION VALUE (k) EQUAL TO 150 PCI HAS BEEN USED TO DESIGN THE MAT SLAB FOUNDATIONS BEARING ON COMPACTED AGGREGATE OVER APPROVED COMPACTED STRUCTURAL FILL. CONTRACTOR SHALL COORDINATE AND VERIFY MODULUS OF SUBGRADE REACTION WITH GEOTECHNICAL ENGINEER. C. CAST -IN -PLACE CONCRETE 1. ALL STRUCTURAL CAST -IN -PLACE CONCRETE HAS BEEN DESIGNED AND SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE "BUILDING CODE" AND ACI 318-14 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY". 2. CONCRETE REQUIREMENTS A. CONCRETE FOR THE STRUCTURE INDICATED ON THE CONTRACT DOCUMENTS HAS BEEN ASSIGNED THE FOLLOWING EXPOSURE CLASSES IN ACCORDANCE WITH ACI 318, SECTION 19.3.1 LOCATION EXPOSURE CLASSES - EXTERIOR FOUNDATIONS FO, SO, PO, CO EXTERIOR SLAB ON STEEL DECK FO, SO, PO, CO BASED ON THE EXPOSURE CLASSES ASSIGNED, CONCRETE MIXTURES SHALL COMPLY WITH THE MOST RESTRICTIVE REQUIREMENTS ACCORDING TO ACI 318, TABLE 19.3.2.1 B. CAST -IN -PLACE CONCRETE 28-DAY SPECIFIED COMPRESSIVE STRENGTHS AND PROPERTIES LOCATION MIN. fc (PSI) UNIT WEIGHT (PCF) MAX. W/C RATIO AIR ENT. % EXTERIOR FOUNDATIONS 4000 145t5 0.45 6 +/- 1.5 EXTERIOR SLAB ON STEEL DECK 4000 145t5 0.50 6 +/- 1.5 C. PROVIDE TYPE 1 / it PORTLAND CEMENT MEETING THE REQUIREMENTS OF ASTM C150. D. FLY ASH ON NATURAL POZZOLAN USED AS ADMIXTURES SHALL CONFORM TO ASTM C618. E. PROVIDE CONCRETE AGGREGATES CONFORMING TO ASTM C33 FOR NORMAL -WEIGHT CONCRETE. F. WATER USED FOR MIXING CONCRETE SHALL BE POTABLE AND CONFORM TO ASTM C1602. G. THE USE OF CALCIUM CHLORIDE, ADMIXTURES CONTAINING CHLORIDES AND OTHER CHLORIDE CONTAINING AGENTS IN CAST -IN -PLACE STRUCTURAL CONCRETE IS PROHIBITED. C. CAST -IN -PLACE CONCRETE H. CONCRETE WITH AN EXPOSURE TO FREEZING AND THAWING OR DEICING CHEMICALS SHALL . ^*040 HAVE AIR ENTRAINMENT PRODUCING A TOTAL AIR CONTENT OF 6 PERCENT +/-1.5 PERCENT a Na tl'GompM BY VOLUME. AIR ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260. ENGINEERING#31348 I. CONCRETE CLEAR COVER OVER REINFORCING SHALL BE IN ACCORDANCE WITH ACI 318, AS LISTED BELOW, UNLESS NOTED OTHERWISE - LOCATION CLEAR COVER (IN.) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3 EXPOSED TO EARTH OR WEATHER #6 AND LARGER 2 EXPOSED TO EARTH OR WEATHER #5 AND SMALLER 1-1/2 SLABS NOT EXPOSED TO WEATHER 3/4 CONCRETE REINFORCING SHALL MEET THE FOLLOWING: A. STEEL REINFORCING BARS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A615 GRADE 60. STEEL REINFORCING BARS REQUIRED TO BE WELDED SHALL CONFORM TO THE REQUIREMENTS OF ASTM A706 GRADE 60. WELDING OF STEEL REINFORCING BARS SHALL BE IN ACCORDANCE WITH AWS D1.4-98 "STRUCTURAL WELDING CODE - REINFORCING STEEL". WELDING OF REINFORCING OTHER THAN SPECIFIED IS PROHIBITED. STEEL REINFORCEMENT SHOP DRAWINGS SHALL CLEARLY DENOTE ALL WELDING REQUIREMENTS FOR REVIEW AND PRIOR APPROVAL. B. ALL REINFORCING SHALL BE CONTINUOUS UNLESS NOTED OR INDICATED OTHERWISE. LAP SPLICES AND EMBEDMENT LENGTHS FOR REINFORCING SHALL BE IN ACCORDANCE WITH THE "REINFORCEMENT SPLICE AND EMBEDMENT SCHEDULE" AND THE "ACI STANDARD 90 AND 180 DEGREE HOOK REINFORCEMENT EMBEDMENT SCHEDULE" SHOWN ON THE STRUCTURAL DRAWINGS UNLESS NOTED OTHERWISE. WHERE REINFORCING BARS OF DIFFERENT SIZES LAP, PROVIDE A LAP SPLICE LENGTH FOR THE LARGER REINFORCING BAR SIZE. C. STEEL REINFORCEMENT SHOP DRAWINGS SHALL BE SUBMITTED WITH REINFORCING STEEL DETAILED IN ACCORDANCE WITH ACI PUBLICATION SP-66 (04) "ACI DETAILING MANUAL - 2004". D. ALL STEEL REINFORCEMENT SHOWN TO HAVE A 90 DEGREE LEG SHALL CONFORM TO THE REQUIREMENTS OF A STANDARD ACI 90 DEGREE HOOK UNLESS NOTED OTHERWISE. 4. FORMING AND EMBEDMENTS SHALL MEET THE FOLLOWING: A. ALL EXPOSED EDGES OF CONCRETE SHALL BE CHAMFERED 3/4 INCH INSIDE FORMS OR TOOLED TO 3/8 INCH RADIUS ON SLABS UNLESS NOTED OTHERWISE. B. MAT FOUNDATION SLABS -ON -GRADE SHALL HAVE CONSTRUCTION JOINTS AND CONTROL JOINTS (SAWED JOINTS) LOCATED AS SHOWN ON THE DRAWINGS. SHOULD THE CONTRACTOR DESIRE TO DEVIATE FROM THE MAT FOUNDATION SLAB -ON -GRADE. JOINT LAYOUT SHOWN, THE CONTRACTOR SHALL SUBMIT AN ALTERNATE JOINT LAYOUT AND SPACING IN ACCORDANCE WITH THE RECOMMENDATIONS OF ACI 302.1 R "GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION", LATEST EDITION. THE CONTRACTOR SHALL LOCATE AND DIMENSION ALL MAT FOUNDATION SLAB -ON -GRADE JOINTS ON THE STEEL REINFORCEMENT SHOP DRAWINGS. C. NO ALUMINUM SHALL BE EMBEDDED IN CONCRETE. CONDUITS AND PIPING RUNNING HORIZONTALLY SHALL NOT BE EMBEDDED IN THE MAT SLAB FOUNDATION OR ELEVATED CONCRETE SLABS ON STEEL DECK. VERTICAL PENETRATIONS THRU ELEVATED SLABS REQUIRE PRIOR WRITTEN APPROVAL FROM THE FOR AND WHERE ALLOWED SHALL BE COORDINATED NOT TO CONFLICT WITH REINFORCING AND SHALL BE LOCATED AND DIMENSIONED ON THE STEEL REINFORCEMENT AND STEEL DECK SHOP DRAWINGS. VERTICAL PENETRATIONS THRU ELEVATED SLABS SHALL BE SLEEVED OR FORMED ONLY. CORE. DRILLING WILL NOT BE ALLOWED. ALL SLEEVED PENETRATIONS SHALL BE COORDINATED BY THE CONTRACTOR AND LOCATED AND DIMENSIONED ON THE STEEL REINFORCEMENT AND STEEL DECK SHOP DRAWINGS. THE NUMBER AND SPACING OF ADJACENT SLEEVES SHALL BE COORDINATED WITH THE STRUCTURAL ENGINEER OF RECORD PRIOR TO INSTALLATION TO PREVENT ANY IMPACT ON STRUCTURAL CAPACITY OR PERFORMANCE. 5. CURING FOR CONCRETE SURFACES NOT IN CONTACT WITH FORMS. ONE OF THE FOLLOWING PROCEDURES SHALL BE APPLIED IMMEDIATELY AFTER COMPLETION OF PLACEMENT AND FINISHING. ALL CONCRETE MAT FOUNDATION SLABS -ON -GRADE SHALL BE CURED USING MOISTURE RETAINING MATERIAL INDICATED IN ITEM "A" BELOW. A. APPLICATION OF MOISTURE RETAINING CURING MATERIALS CONSISTING OF BURLAP BACKED WHITE WATERPROOF SHEET MATERIALS, CONFORMING TO ASTM C171 "STANDARD SPECIFICATION FOR SHEET MATERIALS FOR CURING CONCRETE". CURING SHALL BE CONTINUED AT LEAST 7 DAYS. B. APPLICATION OF A CURING COMPOUND CONFORMING TO ASTM C309 "STANDARD SPECIFICATION FOR LIQUID MEMBRANE FORMING COMPOUNDS FOR CURING CONCRETE". THE COMPOUND SHALL BE APPLIED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE MANUFACTURER IMMEDIATELY AFTER ANY WATER SHEEN WHICH MAY DEVELOP AFTER FINISHING HAS DISAPPEARED FROM THE CONCRETE SURFACE. IT SHALL NOT BE USED ON ANY SURFACE AGAINST WHICH ADDITIONAL CONCRETE OR SUBSEQUENTLY APPLIED FINISH MATERIAL OF SYSTEM IS TO BE BONDED UNLESS IT IS PROVEN THAT THE CURING COMPOUND WILL NOT PREVENT PROPER BOND, OR UNLESS POSITIVE MEASURES ARE TAKEN TO REMOVE IT COMPLETELY FROM AREAS TO RECEIVE BONDED APPLICATIONS. CURING SHALL BE CONTINUED AT LEAST 7 DAYS. 6. ALL EXTERIOR CONCRETE MAT FOUNDATION SLABS -ON -GRADE AND ELEVATED SLABS ON STEEL DECK SHALL RECEIVE A STEEL TROWEL FINISH UNLESS NOTED OTHERWISE, SPECIFIED, OR REQUIRED BY A SUBSEQUENT FLOOR FINISH SYSTEM OR MATERIAL. �� J •"'�,� N $fir'" Goo STUART T`WEBB STRUCTURAL ENGINEER REG. NO.65469 U 0 rn NQ M 0 O �Z 0 �a z� Oo O LL m ILo. 0 0 00 U N � w � ¢ N 0 o M or)6 �_ u" 0 z = vi mo m 0 m m U- co Ix NJ l 1m M 5. o- J N U w z O z o m Lu 0 m H z Z z J �z Oa 0 ~ J w 03 Z Z Z � w O w m O w a SHEET IDENTIFICATION S-ool