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HomeMy WebLinkAbout2016 - (#69) Maintenance Foundation & Floor Plan Sections1 DESIGN CRITERIA CAST IN PLACE CONCRETE ALL REINFORCED CONCRETE WORK SHALL BE IN CONFORMANCE WITH: ALL STRUCTURAL WORK FOR THIS PROJECT HAS BEEN ENGINEERED IN ACI 318, 08, "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" ACCORDANCE WITH: THE FLORIDA BUILDING CODE, 2010 ASCE-710 ACI 301, 08, "SPECIFICATIONS FOR STRUCTURAL CONCRETE" 2 3 "MINIMUM DESIGN LOADS FOR BUILDING AND OTHER STRUCTURES. .4c . `� . 6 PRIOR TO CONCRETE PLACEMENT, THE CONTRACTOR SHALL SUBMIT A I . ALL CONSTRUCTION SHALL COMPLY WITH THE REQUIREMENTS AND CONCRETE MIX DESIGN PREPARED IN ACCORDANCE WITH THESE . I SPECIFICATIONS OF THESE CODES AND THEIR REFERENCED STANDARDS, SPECIFICATIONS TO THE FOR FOR REVIEW. 103' - 0" AND ALL OTHER APPLICABLE FEDERAL, STATE, AND LOCAL CODES, 1 SLAB ON GRADE CONSTRUCTION: j 100' - 8" i 1 - 2" I STANDARDS, REGULATIONS AND LAWS: Z CONTRACTOR SHALL PROVIDE EITHER A CHEMICAL OR WET CURING PROCESS ! i I { 1' - 2" O THIS STRUCTURE IS LOCATED IN A "WIND BORNE DEBRIS REGION" AS TO THE ENGINEER OF RECORD FOR APPROVAL PRIOR TO STARTING WORK. DEFINED BY THE FLORIDA BUILDING CODE. AND THE STRUCTURE HAS BEEN DESIGNED AS AN "ENCLOSED" BUILDING. ALL EXTERIOR WALL ALL CONCRETE SHALL BE NORMAL WEIGHT CONCRETE, (145 PCF OPENINGS SHALL HAVE EQUIPMENT OR COVERINGS WHICH MEET THE ALL CEMENT SHALL CONFORM TO ASTM C150, TYPE 1. I I I I IMPACT RESISTANT REQUIREMENTS OF FBC 1609 "PROTECTION OF MAXIMUM AGGREGATE SIZE SHALL BE 1 1/2" INCHES FOR FOOTINGS. TE2 F6 .. TE2 F6 TE2 F6 TE2 TE2 F6 j OPENINGS". CURRENT NOA'S (NOTICE OF ACCEPTANCE) CERTIFICATIONS : 3/4" FOR ALL WALLS AND SLABS AND SHALL CONFORM TO ASTM C33. I I {0'-0"). Li (0'-0") (0'-0") F8 (0'-0")SHALL BE SUBMITTED FOR ALL WINDOWS, DOORS AND COVERINGS. F5 (0'-0 ALL CONCRETE WORK SHALL BE EXECUTED IN STRICT ACCORDANCE WITH (0'-0") �' THE GENERAL CONTRACTOR SHALL COORDINATE ALL CONSTRUCTION SECTIONS 5.7 THRU 5.13 OF ACI 318. THE CONTRACTOR SHALL OBTAIN AND I SHOWN ON THE DRAWINGS WITH CIVIL, ARCHITECTURAL, MECHANICAL, READ THESE SECTIONS OF THE CODE PRIOR TO PLACING CONCRETE. j S1 I 5' - 0 I 3' - 0" I' . I ELECTRICAL AND PLUMBING DRAWINGS. ANY QUESTIONS OR DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE CONCRETE REINFORCING: I SJ ENGINEER OF RECORD BEFORE STARTING CONSTRUCTION. DEFORMED BARS: ASTM A615, GRADE 60 N 1 I I I t I o WELDED WIRE FABRIC: ASTM A185 IN A(PROVIDE IN FLAT SHEETS) USE PLASTIC CHAIRS FOR SLAB ON GRADE ALL STRUCTURAL WORK SHALL BE INSPECTED IN ACCORDANCE WITH THE �- I FLORIDA BUILDING CODE AND ALL LOCAL ORDINANCES.THE OWNER EPDXY COATED: ASTM A775 SHALL ENGAGE AN EXPERIENCED, QUALIFIED INSPECTION AGENCY ," w SUBJECT TO THE REVIEW BY THE ARCHITECT OR ENGINEER TO PERFORM REINFORCING PARTIALLY EMBEDDED IN CONCRETE SHALL NOT BE FIELD BENT I ( IOf ALL INSPECTION WORK AS REQUIRED. i EXCEPT AS SHOWN ON THE DRAWINGS OR PERMITTED BY THE EOR. I I. i I' I I m MMV E THE CONTRACTOR SHALL PROTECT ANY ADJACENT PROPERTY HIS OWN ALL CONCRETE REINFORCEMENT SHALL BE DETAILED, FABRICATED, LABELED, '� t I �' WORK AND THE PUBLIC FROM HARM. THE CONTRACTOR IS SOLELY ! SUPPORTED AND SPACED IN FORMS AND SECURED IN PLACE IN ACCORDANCE p;, N RESPONSIBLE FOR THE CONSTRUCTION MEANS AND METHODS, AND JOB WITH ACI 315, "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT" F5 " w a' o `', SITE SAFETY INCLUDING ALL OSHA REQUIREMENTS. I (0-0) I. I. (0-p )I Fa REINFORCING LAPS LENGTHS SHALL BE DETAILED PER THE FOLLOWING:. -M, Ea� THE STRUCTURE 1S DESIGNED TO BE STRUCTURALLY SOUND WHEN CRSI DESIGN HANDBOOK 2002 OR LATER SLAB6 3 COMPLETED. PRIOR TO COMPLETION, THE CONTRACTOR IS RESPONSIBLE TABLE A-L "DEFINITIONS OF LAP CATEGORIES" N 1 SJ I 1 I FOR STABILITY AND TEMPORARY BRACING, INCLUDING, BUT NOT LIMITED TABLE A-3 (a) THRU ft "TENSION LAP SPLICE LENGTHS" "' TO, LOAD BEARING CONCRETE AND MASONRY WALLS, STRUCTURAL STEEL FRAMES, FLOOR AND ROOF FRAMING. WHEREVER THE UNLESS NOTED OTHERWISE ON PLAN/SCHEDULE, ALL LAP SPLICE LENGTHS to I I I CL OF ANCHOR B CONTRACTOR IS UNSURE OF THE REQUIREMENTS, THE CONTRACTOR C OR BOLTS SHALL BE CLASS B FROM THE APPROPRIATE CATEGORY DEFINED IN TABLE A-1 N i I I I 5' -on I 3' - 0" I I z 0" .. ;IT- 3' - 0" 3' - 0" 3' - 0" O SHALL RETAIN A FLORIDA LICENSED ENGINEER TO DESIGN AND INSPECT NOTED ABOVE I 3' - 0"I3' - 0" THE TEMPORARY BRACING AND STABILITY OF THE STRUCTURE DURING CONSTRUCTION I. SPLICES IN TOP REINFORCEMENT SHALL BE MADE AT MIDSPAN. SPLICES IN BOTTOM REINFORCEMENT SHALL BE OVER SUPPORTS. _ _ I N l �W SPLICES IN WALL FOOTING REINF SHALL BE: CLASS "A" TENSION, CATEGORY 3 ! iv I. o 0 0 o c WELDED WIRE FABRIC: 8" LAP MIN. _ _ _ c� _ ih M Q„/ W p) _ Q_ C TOP BARS IN BEAMS SHALL TERMINATE IN A STD ACI HOOK AT DISCONT.ENDS B "� " (0'-0"} p'-p" - - - - - o - —.- - — - vi m {0-0) ( ) " F6 F6 ih ( ) ih i z O C ALL REINFORCING SHALL BE HELD SECURELY IN POSITION WITH STANDARD (0'-0") N F6 f . `� M 0F8 I o { F6 0 j ACCESSORIES DURING PLACEMENT OF CONCRETE. REINFORCING SUPPORTS ( I I (0'-0") O Z N I i DESIGN WIND LOADS: WIND SPEED: (3 SECOND GUST) V=160 MPH RISK CATEGORY: CATEGORY II EXPOSURE: C MEAN ROOF HEIGHT: 14 FT. INTERNAL PRESSURE COEFFICIENTS: +/_0.55 FOR ALL EXOSED CONCRETE SHALL BE GALVANIZED WITH PLASTIC COATED I SJ i I I I I U W O FEET. V 5 ALL COLUMN TIES AND BEAM STIRRUPS SHALL HAVE 135 DEGREE HOOKS. SEE w I i .0. 3 T - on TYPICAL BEAM DIAGRAMS AND SCHEDULE. - F- � .. w rn E- BASEPLATES SEE I CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL SLOTS, PIPE I I I I PEMB DRAWINGS SLEEVES, ETC., AS REQUIRED FOR MECHANICAL TRADES BEFORE CONCRETE IS PLACED. I. .. I.. F4 TE1 F4 I.. TE1 F4 TE1 F4 TE1 F8 TE1 F4 CALCIUM CHLORIDE SHALL NOT BE USED IN ANY FORM. ( ) ( ) ( ) ( ) ( ) (0-0 ) CONCRETE TESTING: Ep FOUNDATIONS AND SOIL PREP FOUR SETS OF TEST CYLINDERS SHALL BE MAD E AND TESTED FOR EACH 50 YARDS OR LESS OF CONCRETE POURED IN ANY DAY FOR EACH DESIGN MIX. I I I 1 I 1 l I _I TESTS SHALL BE MADE FOR 7 DAYS, TWO AT 28 DAYS AND ONE HELD IN i 2 { S1.0 CR W RESERVE. FIELD CURED CYLINDERS SHALL BE CURED UNDER FIELD I. ( S1.0 I S1.0 O Z FOUNDATIONS HAVE BEEN DESIGNED TO BEAR ON UNDISTRUBED SOILS CONDITIONS IN ACCORDANCE WITH ASTM C31. w OR BE PROPERLY COMPACTED FILL HAVING AN ALLOWABLE BEARING C� CAPACITY OF 2000 PSF. THE SAMPLES USED TO FABRICATE TEST SPECIMENS SHALL BE OBTAINED IN I ❑ ACCORDANCE WITH ASTM C172. NO BACKFILLING AGAINST FOUNDATION WALLS SHALL BE PERMITTED UNTIL SUPPORTING STRUCTURAL ELEMENTS HAVE BEEN PLACED AND IF CONCRETE IS DEPOSITED ON THE JOB USING A PUMP, THEN SAMPLES SHALL HAVE BECOME CAPABLE OF FURNISHING THE NECESSARY SUPPORT BE TAKEN FROM THE END OF THE PUMP. DO NOT SAMPLE FROM THE MIXING FOR THE WALLS. PROVIDE TEMPORARY SHORING WHERE REQUIRED. TRUCK. WHERE BACKFILL IS REQUIRED ON BOTH SIDES OF THE WALL, BACKFILL BOTH SIDES SIMULTANEOUSLY WITH A GRADE DIFFERENCE NOT TO EXCEED 2'-0" AT ANY TIME. CONTRACTOR SHALL USE EXTREME CAUTION DURING BACKFILLING TO PREVENT DAMAGE TO FOUNDATION WALLS. THE USE OF HEAVY EQUIPMENT FOR BACKFILLING IS NOT RECOMMENDED. THE CONTRACTOR SHALL OBSERVE WATER CONDITIONS AT THE SITE AND TAKE THE NECESSARY PRECAUTIONS TO INSURE THAT THE FOUNDATION EXCAVATIONS REMAIN DRY DURING CONSTRUCTION. PROVIDE FOR DEWATERING AS NECESSARY. THE OWNER/CONTRACTOR SHALL RETAIN THE SERVICES OF A CONCRETE MIX DESIGNS LOCATION MIN fc MAX W/C SLUMP % OF AIR AT 28 DAYS RATIO ENTRAIN. FOOTINGS, SLAB ON GRADE 3000 PSI 0.50 5" 4.0 Z FOUNDATION AND FLOOR PLAN co W Q V w { I CL Z ❑ PLAN NOTES: — Q 1- SAW CUT SHALL BE MADE IN THE SLAB ON GRADE WITHIN 8 HOURS OF c, = Z Z O ICONC. PLACEMENT. SEE SJ/S1.0 - Z W 2. TEX DENOTES THICKENED SLAB EDGE FOOTING TYPE SEE SCHEDULE. W U) " Z Z Z Q a PROFESSIONAL GEOTECHNICAL ENGINEER, SUBJECT TO THE I. I. APPROVAL OF THE ARCHITECT, TO INSPECT THE FOUNDATIONS, 0I BEARING LEVELS, ETC., AND VERIFY THAT THE MATERIAL ON WHICH 0 FOUNDATIONS BEAR HAS AT LEAST THE ABOVE NOTED CAPACITYLL o Yl�1L�.JGL l�YI �! THE CONTRACTOR SHALL USE EXTREME CAUTION DURING EXCAVATION. EXCAVATION SHALL BE PERFORMED IN SUCH A MANNER AS TO MAINTAIN THE STRUCTURAL INTEGRITY OF ALL EXISTING STRUCTURES TO REMAIN. PROVIDE TEMPORARY SHORING AS REQUIRED. AS A MINIMUM ALL SOILS BELOW THE BUILDING SHALL BE COMPACTED TO WITHIN TWO FEET BELOW BEARING TO 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY. THICKENED SLAB EDGE FOOTING SCHEDULE MARK WIDTH X LENGTH DEPTH REINFORCEMENT TE1 1'-0" CONT 11-4" 245 CONT.BOTT. (#3 @ 24" O.C. S.W.) TE2 2'-0" X CONT 11-4" (3)-#5 CONT. BOTT. (#3 @ 24" O.C. S.W.) SLAB ON GRADE SCHEDULE MARK THICKNESS REINFORCEMENT SLAB6 6" 6X6, W2.1XW2.1 W.W.F. 1. SEE GENERAL NOTES FOR COMPACTION REQUIREMENTS. 2. PROVIDE NEW 10 MIL VAPOR BARRIER. TAPE ALL JOINTS, PENETRATION, TEARS CUTS OR DAMAGE PRIOR TO PLACING CONCRETE 3. SUBMIT CONCRETE CURING METHOD TO FOR FOR REVIEW AND APPROVAL PRIO TO. PLACING CONCRETE. FOUNDATION SCHEDULE MARK WIDTH X LENGTH DEPTH REINFORCEMENT F4 4'-0" X 4'-0" 2'-0" (5)- #5 E.W. BOTT. F5 5'-0" X 5'-0" 2'-6" (6)#5 E.W. BOTT. F6 6'-0" X 6'-0" 2'-6" (7)- #6 E.W. BOTT. F8 8'-0" X 8'-0" 2'-6" (9) 48 E.W. TOP AND BOTT. QQM p W Z W J W LLL 1_- Z F- o // �''�� vJ Q Q F- Z 1 a ZW m � F- w OO (A ❑ LL Z - C0 RIGHT (D STATEMENT - RNESE D 1A— AND THE R DO.— ARE nc PROPE- a CO-I'DON EAGINEERNC CROUP (CEO) AND ARE ISSUE O ONLY FOR AIE SPECNIC PROJECT N01E0 ON RIESE OOCLOI ANY RENPRES, _ ,D-NS OR YOD E-DONS OE THESE LNCORENIS .-UI ME U RESS RR MN CO SEN 0 CEO IS -RIED 8T LAW. ENGINEER OF RECORD \CEWS+��'9Qy jp l 5534$ * ' X _ SAW CUT SLAB SEAL SAW CUTS WITH ,gyp ATE OF ��\, (THICKNESS/4) SEALANT PER ARCH DWGS. PER NOTES BELOW i. THOMAS L. ADAMS, PE PE #55343 a I DATE -) �= 04/05/16 (—�—� VAPOR BARRIER SCALE SEE PLAN AND SCHED. SUBGRADE COMPACTED TO AS indicated A MINIMUM OF 95% OF THE PROJ. NO. - MODIFIED PROCTOR MAXIMUM DRY DENSITY_ 201635 DESIGNED BY: TA DRAWN BY: AA @ AT L L LENGTH & AND LBS POUNDS # NUMBER Ld DEVELOPMENT LENGTH AHU AIR HANDLING UNIT LLBB LONG LEGS BACK TO BACK ALT ALTERNATE j : LLH LONG LEG HORIZONTAL ARCH ARCHITECT LLV LONG LEG VERTICAL BLDG BUILDING LONG LONGITUDINAL BM BEAM M MOMENT B/ BOTTOM OF MAS MASONRY BPL BENT PLATE ! I MAX MAXIMUM BRG BEARING MC MOMENT CONNECTION BTWN BETWEEN MECH MECHANICAL C CAMBER / COMPRESSION MEZZ MEZZANINE CANT CANTILEVER MFR MANUFACTURER CIP CAST IN PLACE MIN MINIMUM CJ CONSTRUCTION JOINT MISC MISCELLANEOUS CL CENTER LINE NIC NOT IN CONTRACT CLR CLEAR NS NEAR SIDE CMU CONCRETE MASONRY UNIT NTS NOT TO SCALE COL COLUMN O.C. ON CENTER CONC CONCRETE OD OUTSIDE DIAMETER CONN CONNECTION OPH OPPOSITE HAND CONT CONTINUOUS -0PNG OPENING CVR COVER OPP OPPOSITE D DEPTH OVS OVERSIZED db BAR DIAMETER P AXIAL LOAD DIA DIAMETER PAF POWDER ACTUATED FASTENER DWG(S) DRAWING(S) PCF POUNDS PER CUBIC FOOT DWL DOWEL PCY POUNDS PER CUBIC YARD E ECCENTRICITY PERP PERPENDICULAR EA EACH PL PLATE EF EACH FACE PLF POUNDS PER LINEAL FOOT EJ EXPANSION JOINT PSF POUNDS PER SQUARE FOOT EL ELEVATION PSI POUNDS PER SQUARE INCH EMBED EMBEDMENT PT POST TENSIONED ENG ENGINEER Q TY QUANTITY EQ EQUAL R REACTION EQUIP EQUIPMENT RAD RADIUS EQUIV EQUIVALENT REF REFERENCE ES EACH SIDE REINF REINFORCING EW EACH WAY REQD REQUIRED EXIST EXISTING REV REVISION EXP EXPANSION RTU ROOF TOP UNIT EXT EXTERIOR SC SLIP CRITICAL FAB FABRICATE SCHED SCHEDULE fc CONCRETE STRENTH SDS SELF DRILLING SCREW fm MASONRY STRENGTH SECT SECTION FD FLOOR DRAIN SIM SIMILAR FDN FOUNDATION SLBB SHORT LEGS BACK TO BACK FF FINISH FLOOR SOG SLAB ON GRADE FLR FLOOR SPEC SPECIFICATION FS FAR SIDE SS STAINLESS STEEL FTG FOOTING SSL SHORT SLOTTED FV FIELD VERIFY STD STANDARD Fy YIELD STRENGTH STIFF STIFFNER GALV GALVANIZED STL STEEL : GR GRADE SW SHEAR WALL H HORIZONTAL SYM SYMMETRICAL HSS HOLLOW STRUCTURAL SECTION T TENSION ID INSIDE DIAMETER T/ TOP OF INT INTERIOR TRANS TRANSVERSE JT JOINT TYP TYPICAL K KIPS, (1 KIP = 1000 LBS) UNO UNLESS NOTED OTHERWISE KSF KIPS PER SQUARE FOOT WP WORK POINT KSI KIPS PER SQUARE INCH WT WEIGHT ENGINEER OF RECORD 1 ' J l / / i S L A , ENSFO"92j r N .55 TEX DENOTES THICKENED SLAB EDGE I SLABX FOOTING TYPE, SEE SCHEDULE t- l SLABX DENOTES SLAB ON GRADE TYPE, SEE SCHEDULE j j RFAAA nFCI(' M,&Tlf)MQ z O w Ix 19 p Ln M r� N� I .: .: 0-0 N m °�' zy .. N z U � 01 N LU m ry W CL z Cn z V } L � N I I r 1 LU/ n v v O 1 � ,r ' - �. .#s..�.. .mob~ •+ 1..1� j DEL Q J W V L1 Z V "Z Z W i c� C Z Z � W uj Cn V J 0 LU QM o J 0 LJL. � J v, Q Z 40111 ` Lu U) iL F U) . - - - - - 6DPYRIGHT © STATEMENT. OESE OOOONENR A. AEIR ME- - OE PROPERtt OF - _ _ _ - . COxSiRUC110N ENCiNEERIN4 -L, (CEO) ANO APE I.EO ONLY EN 11E PAOdR — OM OF OOC =L ANY."LT; RiIE gEPROPlC1pNS F U]ORICBENTS OF INESE p HBIMIS BY LAW. EIPR[55 WI1iEN CONSFuI OF CEG IS PROHISIrtO BY LAW. STRUCTURAL SHEET LIST Sheet Number Sheet Name Sheet Issue Date REVISIONS Current Revision Current Revision Date Current Revision Description I S0.00 STRUCTURAL COVER SHEET 04/05/16 S1.0 FOUNDATION AND FLOOR PLAN SECTIONS, 04/05/16 DETAILS AND GENERAL NOTES ,ate-• Builder/Contractor Responsibilities - Drawing Validity - These drawings, supporting structural calculations and design certification are based on the order documents as of the date of these (drawings. These documents describe the material supplied by the manufacturer as of the date of these drawings. Any changes to the order documents after the date on these drawings may void these drawings, supporting structural calculations and design certification. The Builder/Contractor is responsible for notifying the building authority of all changes to the order documents which result in changes to the drawings, supporting structural calculations and design certification. Builder Acceptance of Drawings - Approval of the manufacturer's drawings and design data affirms that the manufacturer has correctly interpreted and applied the requirements of the order documents and constitutes Builder/Contractor acceptance of the manufacturer's interpretations of the order documents and standard product specifications, including its design, fabrication and quality criteria standards and tolerances. (AISC code of standard practice Sept 86 Section 4.2.1)(Mar 05 Section 4.4.1) Code Official Approval - It is the responsibility of the Builder/Contractor to ensure that all project plans and specifications comply with the applicable requirements of any governing building authority. The Builder/Contractor is responsible for securing all required approvals and permits from the appropriate agency as required. Building Erection - The Builder/Contractor is responsible for all erection of the steel and associated work in compliance with the Metal Building Manufacturers drawings. Temporary supports, such as temporary guys, ,braces, false work or other elements required for erection will be determined, furnished and installed by the erector (AISC Code of Standard Practice Sept 86 Section 7.9.1) (Mar 05 Section 7.10.3) (CSA/S16-09 Section 29). Discrepancies Where discrepancies exist between the Metal Building plans and plans for other trades, the Metal Building plans will govern. (AISC Code of Standard Practice Sept 86 Section 3.3) (Mar 05 Section 3.3) Materials by Others All interface and 'compatibility of any materials not furnished by the manufacturer are the responsibility of and to be coordinated by the Builder/Contractor or A/E firm. Unless specific design criteria concerning any interface between materials if furnished as a part of the order documents, the manufacturers assumptions will govern. Modification of the Metal Building from Plans - The Metal Building supplied by the manufacturer has been designed according to the Building Code and specifications and the loads shown on this drawing. Modification of the building configuration, such as removing wall panels or braces, from that shown on these plans could affect the structural integrity of the building. The Metal Building Manufacturer or a Licensed Structural Engineer should be consulted prior to making any changes to the building configuration shown on these drawings. The Metal Building Manufacturer will assume no responsibility for any loads applied to the building not indicated on these drawings. Foundation Design The Metal Building Manufacturer is not responsible for the design, materials and workmanship of the foundation. Anchor rod plans prepared by the manufacturer -are intended to show only location, liameter and projection of the anchor rods required to 'attach the Metal Building System to the foundation. It is the responsibility of the end customer to ensure that adequate provisions are j made for specifying rod embedment, bearing values, tie 'rods and or other associated items embedded in the concrete foundation, as well as foundation design for the loads imposed by the Metal Building System, other imposed loads, and the bearing capacity of the soil and other conditions of the building site. (MBMA 06 Sections 3.2.2 and A3) BUILDING DESCRIPTIONS Building ID Width Length Height Slope Building A 16'-8 16'-8 10'-01 1:12 Building B 22'-6 16'-8 10'-9 :12 1"0 A325 BOLT GRIP TABLE GRIP LENGTH ( BOLT LENGTH NOTE.• FULL THREAD ENGAGEMENT IS DEEMED TO HAVE BEEN MET WHEN THE END OF THE BOLT IS FLUSH WITH THE FACE OF THE NUT. 0 . 1; WASHER REQUIRED ONLY WHEN SPECIFIED. GRIP WASHER MAY BE LOCH TED UNDER HEAD OF BOL T, UNDER NU T, OR A T BO TH A T LOCATIONS NOTED ON ERECTION DRAWINGS. ADD 5/32" FOR EACH WASHER TO MATERIAL THICKNESS TO DETERMINE GRIP. 0 TO 9/16" 1 1/4" F. T. Over 9/16" TO 1 1/16" 1 3/4" F. T. Over 1 1/16" TO 1 5/16 " 2" Over 1 5/16" TO 1 9/16" 2 1/4" Over 1 9/16" TO 1 13/16" 2 1/2" Over 1 13/16" TO 2 1/16" 2 3/4" LOCATIONS OF BOLTS LONGER THAN 2 3/4" NOTED ON ERECTION DRAWINGS F.T. DENOTES FULLY THREADED ENGINEERING DESIGN CRITERIA Building Code .................... 2014 Florida BuildingRisk CategoryNormal .......... " (R isk Category II) Roof Dead Load Superimposed ................. 2. 20 psf ( B l dg A) 2.16 psf (Bldg B) Co l l atera I. ................... 5.00 psf (b l dg A, B) (5.00 psf Other) Roof Live Load .................... 20.00 psf no reduction Wind U l t i mate Wind Speed (Vu l t) ... 160. 00 mph Nominal Wind Speed (Vasd) .... 123 mph ( I BC sect i on 1609. 3. 1) Wind Exposure Category . C Internal Pressure Coef (GCp i) 0. 18/-0. 18 Loads for components not provided by building manufacturer Corner Areas (within 3. 00' of corner) 51. 07 psf _ pressure -68. 09 psf suction Other Areas 51.07 psf pressure -55.32 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. DEFLECTION CRITERIA The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be Less depending on actual Load and actual member length. BUILDING DEFLECTI❑N LIMITS...; BLDG-A,B Roof Limits Rafters PurLins Panels Live L/ 180 150 60 Snow L/ 180 180 60 Serviceability Wind L/ 180 180 60 Total Gravity L/ 120 120 60 Total Uplift L/ N/A N/A 60 Frame Limits Sidesway Live H/ 60 Snow H/ 60 Serviceability Wind H/ 60 Seismic Drift H/ 40 Total Gravity H/ 60 Service Seismic H/ 40 Walt Limits Limit Total Wind Panels L/ 60 Total Wind Girts L/ 90 Total Wind EW Columns L/ 120 The Service Seismic limit as shown here is at service level loads. PROJECT NOTES Material properties of steel bar, plate, and sheet used in the fabrication of built-up structural framing Members conform to ASTM A529, ASTM A572, ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi. Material properties of hot rolled structural shapes conform to ASTM A992, ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi. Hot ro l led angles, other than flange braces, conform to ASTM 36 minimum. Hollow structural shapes conform to ASTM A500 grade B, minimum yield point is 42 ksi for round HSS and 46 ksi for rectangular HSS. Material properties of cold -formed light gage steel members conform to the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55 Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class l with a minimum yield point of 55 ksi. For Canada, material properties conform to CAN/CSA G40. 20/G40. 21 or equ i va t ent. All batted joints with A325 Type 1 bons are specified as snug -tightened joints in accordance with the Specification for Structural Joints Using ASTM A325 or A490 Botts, December 31, 2009, Pre -tensioning methods, including turn -of -nut, calibrated wrench, twist -off -type tension -control bolts or direct -tension -indicator are NOT required. Installation inspection requirements for Snug Tight Bolts (Specification for Structural Joints Section 9.1) is suggested. Using 5X5 eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA Metal Building Systems Manual. Downspout Locations have not been Located on these drawings. The downspouts are to be placed on the building sidewalk at a spacing not to exceed 16 feet with the first downspout from both ends of the gutter run within 8 feet of the end. Downspout spacing that does not exceed the maximum spacing 'will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 10 in/hr rainfall intensity. i Design criteria'as noted is as given within order documents and is applied in general accordance with the applicable provisions of the model code and/or specification indicated. Neither the metal building manufacturer nor the certifying engineer declares or attests that the loads as designated are proper for local provisions that may apply or for site specific parameters. The design criteria is supplied by the builder, project owner, or an Architect and/or Engineer of Record for the overall construction project. This project is ';designed using manufacturer's standard serviceability criteria. Generatly this means that aIt deflections are within typical performance Limits for normal occupancy and standard metal building products. This metal building system is designed as enclosed. All exterior components( i. e. doors, windows, vents, etc.) must be designed to withstand the specified 'wind loading for the design of components and cladding in accordance with the specified building code. The framing at building B, gridLines 1, 2 is N❑T designed to receivea, future bay addition. Corresponding frame reactions are calculated based upon actual tributary area, Framed openings,) walk doors, and open areas shall be located in the bay and elevation as shown in the erection drawings. The cutting or removal of girts shown on the erection drawings due to the addition of framed openings, walk doors, or open areas not shown may void the design certifications supplied by the metal building manufacturer. Roof and wall panels have been designed in accordance with section 2222.4 of the Florida Building Code, Fifth Edition <2014). Product approval numbers for the State of Florida, Department of Community Affairs per Product Rule 9B-72 1, Roofing Products FL11868 PBR 26 gauge roofs I This jobsite isllocated in a hurricane prone region with wind speeds r� , of 130 mph or greater. In order to maintain the enclosed classification and design for wind all doors, windows and wall mounted light transmitting panels (LTP) provided by the metal building manufacturer shaLL be protected by impact resistant coverings. The material may include but is not limited to 7/16 structural wood panels as proscribed by the Local building code. iThe customer's Design Professional, not metal building manufacturer engineer, is responsible for determining the adequacy of material actin gg as the imppact resistant covering by others and attachment to the materialiprovided by the metal building manufacturer. This structure has not been designed to withstand the additional internal pressure required by Code as a partially enclosed condition in the absence of impact resistant coverings. Investigation of the existing structure for possible detrimental effects due to the metal building addition is not within the metal building manufacturer's scope of work. It is strongly recommended that the original designer or other responsible professional be retained to analyze the existing structure, recommending any reinforcement that may be needed. The metal building manufacturer and its certifying engineer expressly exclude the existing structure for any warranty or certification whether written; verbal or implied. The manufacturer is not responsible for the deflection compatibility between the material provided by the manufacturer and the existing by others. Tie-in by flashing only I Longitudinal bracing loads are not to be transferred between the material provided by the manufacturer and the existing construction by others. I i Drawing Index Page Description E1 Cover Sheet E2 Roof Framing & Sheeting E3 Sidewall Framing E4 Endwall Framing E5 Main Frame Cross Section M n � o � a o � a U N Q b Cn Q to 0 0 (D m = — J 0 b J V¢ b O N a O - .J a- U V W d �' �° l L° I WJ Zz z ®❑ Qo¢ .a � a_ V) omfym Li V) ¢ V) o 0 1 __J 0) o W 00 L?_ Q4- 0 z v El ❑ o' z J o � 0 w ui ro W Q z a � cn U7 a, o ° w m .� ILU En c� az� o or_ Scale: NOT TO SCALE Drawn by. JOM 3/18/16 Checked by. GAS 3/18/16 Project Engineer. • DJR Job ^<vmber.• 15-B-20726 R, y .. , pows 4F,. Sheet Number. ­ Ell of'5 k> The engineer whose seal appears hereon is an employee for the manufacturer for the ' materials described herein. Said seal or certification is limited Lp., the products designed and m%hufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Brian A. Carmichael, P.E. Florida P.E. 67645 DRST18 ENSTiA $'. -iT6 OF af1�11tfi111i;11� 1111112kyth SWC KEY PLAN SWC SWA IX ' N�1� lo> J W V) w 0 r 0 D O 00 mo _______________________________ ;- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 "A" i BLD'G 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 I � / Ce .' I I ' 16'-0 16'-8 OUT OUT OF STEEL ROOF FRAMING PLAN 4" Wo ROOF SHEETING PLANE 1 PANEL TYPE = PBR (GALVALUME) PANEL OVERHANG = 3" FROM OUTER STEEL ROOF SHEETING PLAN � V I m� I i ; i I i I � Q V i i i I i i Q Q I i q) i.. o n rn Q co 0 0 � i m = O J O p o U Q U 13� o J U U W i u- L2 L2 o z r�r }-¢ �Q�Q (J} o mom I QL cn Q to o 0 J E _ C C D L ry) Z Of ❑ z 0 -J LLJ Z ° W z a' CO w m 3 j J U W O v Qz� d I Scale: NOT TO SCALE Drawn by. JOM 3/18/16 .• I Checked by. GAS 3/18/16 Project Engineer. • DJR I Job Number. • 15—B-20726 Sheet Number: E2 of 5 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. I Brian A. Carmichael, P.E. Florida P.E. 67645 i DRST1 B ENST1 A I I i i ; 1'. ITS OF �f�tlif111!{��� s C 11 T a LL O `i C u 7 a t� 0C r-----------------------------------� 1 1 1 1 i I FIELD ATTACH EAVE STRUT 1 1 (NOT BY MANUFACTURER) 1 1 OPEN TO ROOF LINE FOR i CONSTRUCTION (NOT BY MANUFACTURER) I 1 1 I I 1 1 1 I I I I I 1 4" 16'-0 4" ELEVATION "SWC" BUILDING "A" 4" 1 16'— 0 ELEVATION "SWA" BUILDING "B" F- LL LL a rn 0 4" 4" 2 16'-0 ELEVATION "SWC" BUILDING "B" a C ,o v n � � o O � O O � O w. C O O to a L m r O Y p O J U Q L O V a o ® Z L �z Wo z �a Q ® ❑ z-4., H f- O /- 4 + � v J Q Q Q 1 � Q M m tl cn Q cn O O LV pV L Q41�- U Z N O L O U ❑ ❑ L F- Z O -J U L- co Z 0 w w 41 ° L11 C)z CO 3 C m 3 LU n J U v Q?� O o Scale: NOT TO SCALE Drawn by. JOM 3/18/16 Checked by. GAS 3/18/16 Project Engineer. • DJR Job Number. • 15-8-20726 Sheet Number. E3 of 5 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Brian A. Carmichael, P.E. Florida P.E. 67645 DRSTIB ENSTIA r SPLICE BOLT TABLE CONN. QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A (2) J X 14 A325 B&N 0 0 a,. -ITE rn>t�ll�� SPLICE BOLT TABLE CONN. QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A (2) X 1 A325 B&N 0 0 0 w w w -IN 00 s C E z LL a d A 12 iI 2'-34 , 2'-4 y_ 4'-0A 4'-0116- 4'-0J CD FIELD ATTACH w j EAVE STRUT & PURLINS _ TO CMU WALL > (NOT BY MANUFACTURER) w o I 16'-8 ELEVATION "EWB" BUILDINGS "A" & "B" i i i i OPEN TO ROOF LINE TO REMAIN OPEN OPEN TO ROOF LINE TO REMAIN OPEN 22'-6 4 —0J 4 —0j 4'-04 2'-4 2'-3M t— I w FIELD ATTACH I _ EAVE STRUT & PURLINS > TO CMU WALL < (NOT BY MANUFACTURER) rn i 22'-6 16'-8 i i ELEVATION "EWB" BUILDINGS "A" & "B" i A 6 a� 0 Q c .o a� M M o q 4 a 0 0 L 00 = a: O J iJ v W LL- L o W� Z Q ¢ z F= F- >Z U ¢O¢ tl o m m cnLLI ¢cn 0 0 V V ff� C) w" O m fi� Q Z F CQL.Z L21� c) ❑a z O —i rn C) w w ° UJ E Q O w M W v o � C� ¢Z� O Scale: NOT TO SCALE Drawn by. JOM 3/18/16 Checked by GAS 3/18/16 Project Engineer. • DJR Job Number: 15-8-20726 Sheet Number: E4 of 5 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only -The undersigned engineer is not the overall engineer of record for this project. Brian A. Carmichael, P.E. Florida P.E. 67645 DRST1 R ENST1 A C �G 8 m 1k P. 67646 6'. 49 OF Ifilllii `� OY/PROJECTS\XDS—V5-11-00 FRAME = Active/ENG/15—B-20726/ver01—DJRhoades/Bldg—B/Drftg/xO1L 3/18/16 14:10:27 OY/PROJECTS\XDS—V5-11-00 FB SET = Eng/15—B-20726/ver01—DJRhoades/Bldg—B/DRFTG/x01L GENERAL NOTES FRAME CLEARANCES SHOWN ARE APPROXIMATE AND MAY VARY DUE TO CONDITIONS (DEFLECTION). VERTICAL CLEARANCE DIMENSIONS ARE FROM FINISHED FLOOR REFERENCE ELEVATION. g4 SPLICE BOLT TABLE CONN. QTY. SIZE TYPE HARDENED BEVELED WASHERS WASHERS A (8) 4 X 14 A325 B&N 0 0 4'-01b 12 F 4'-04 22'-6 OUT/OUT OF STEEL CROSS SECTION AT FRAME LINES "1 "& "2" 4'—OA 4'-0J 84 0 L U O O a� 0 0 fi 0 .�n n� 4 O o > o O tz o rn Q co 0 0 � O L m = O J �� O d 0 J Q Q U V W Q � Z WU °z < ®� �Q Q z -- f= t= z o V) Cn }` 6 .a; Q a_ Q V) o mrym QL cn Q cn 0 0 _ U �V o L? Q U O Z F- �z U El ❑ Q F- H Z O -J Er) W LJ LJ LJJ ' z U) Q O > O o w m 3 LJJ O JUJ n/ O L.J... Q Q Z: O Scale: NOT TO SCALE Drawn by. JOM 3/18/16 Checked by GAS 3/18/16 Project Engineer. • DJR Job Number. • 15—B-20726 Sheet Number. E5 of 5 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the products designed and manufactured by manufacturer only -The undersigned engineer is not the overall engineer of record for this project. Brian A. Carmichael, P.E. Florida P.E. 67645 DRST18 ENSTIA .z: tiG 8 1k 0. PUS � fi" -TE OF 1tfi111S11'� Anchor Rod Drawings 1) This drawing is for anchor rod placement only and is not foundation design. 2) Foundation must be square and level with all anchor rods true in size, location, and projection. 3) Projection shown must be held to keep threads clear of finished concrete. 4) This structural design data includes magnitude and location of design loads and support conditions, material properties, and type and size of major structural members necessary to show compliance with the Order Documents at the time of this issue. Any change to building loads or dimensions may change structural member sizes and locations shown. This structural design data will be superseded and voided by any future mailing. 5) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer, and are not provided by the manufacturer. 6) Anchor rods are ASTM F1554 Gr. 36 material unless noted otherwise. FINISH FLOOR AT ELEVATION 100'-0 EWB L SWC "A„ SWC SWA it B„ 3WA (H.S.) KEY PLAN EWD ANCHOR BOLTS TO BE DESIGNED BY FOUNDATION ENGINEER USING DIAMETERS SHOWN IN THIS TABLE. ANCHOR ROD DESCRIPTION QUANTITY a "0 DIAMETER X 16 o- J W W I- V_ CI F-- O F- C 0 H il V u_ C IN X n CN r i AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS 9" o cS 3„ 4" Specified Column 00 Centerline Steel Line N Bottom of Base Plate `o N (f6mm) A — * f 1 /2" I _ 3 0-J -- 1, „ t13mm} 1 fl/8 ww f1/8„ (f3mm) Base of Steel � J - - I to (f3mm) *Variation in Elevation to - - �__ the Tops of Anchor Rods BASE PLATE AND ANCHOR ROD TOLERANCES ANCHOR ROD SETTING TOLERANCES I w I W H I � I u- O F- D I \ r � BLD'G "A" I o Co ILO BUILDING REFERENCE i� LINE '---/ ----------------------- lO I B I I i w � FWLi- 0 o 0 BLD'G „B„ I o N � I I I N 4" b M i 16'-0 16'-8 OUT/OUT OF STEEL ANCHOR ROD SETTING PLAN b 4" to] --8 TYPICAL SECTION J"O ANCHOR RODS BASE OF STEEL AT ELEV. 100'-0 9"1 o 3„ 4"' V cn OU m� o cV io cV w U z W W Ld w „ �I 3 C14 0 z ry oW o W m - r) Q [if - U O � Y 4 � TYPICAL SECTION = B 4"0 ANCHOR RODS Z O Q a- BASE OF STEEL AT ELEV. 100'-0 q) \ fi 0 An a.� M O � Y — F O �. V N O V) rn Q C D o m j L m = O J Q O o U Q U a_ O- J U C� L I Z D L 1 W © Z Z ❑® Z Q QOQ 1 f V) p m m Q Ul Q W o t J `U ov 0 �Z �Z U a Z O J LL- Ld z ° LUJ U) Q D > c w o m U�JJ / U O LL V ¢Z� O Scale: NOT TO SCALE Drown by. JOM 3/18/16 Checked by. GAS 3/18/16 Project Engineer. • DJR Job Number. • 15-B-20726 Sheet Number. F1• of 2 The engineer whose seal _ oppeorstereon,Js .on employee,; for the manufd'ctufaP=f it the materials described herein. Said seal or certification is limited to ,the products designed and manufactured by manufacturer only.The undersigned engineer is not the overall engineer of record for this project. Brian A. Carmichael, P.E. Florida P.E. 67645 DasT1D ENsT1A lid e FRAME ID #1 USER NAME:DJRhoodes DATE: 3/18/16 PAGE- 1-2 ss 22.5/10.771/&333 20./16 JOB NAME:207268 FILE: frames-1-2_fro SUPPORT REACTIONS FOR EACH LOAD GROUP 'LOCATION: Gridlinex 1 2 NOTE: All reactions are in kips and kip-ft. TIME:14:10:27 HL IVL i„R *-B *-A LOAn GROUP REACTION TARI F * = 1 9 COLUMN *-B *-A LOAD GROUP HL VL LNL HR VR LNR DL 0.1 0.6 0.0 -0.1 0.6 0.0 LL 0.4 1.9 0.0 -0.4 1.9 0.0 COLL 0.1 0.5 0.0 -0.1 0.5 0.0 WL1 -3.1 -6.0 0.0 -1.2 -2.7 0.0 WL2 -3.3 -4.4 0.0 -0.9 -1.1 0.0 LWL1 0.2 -4.9 0.0 -0.1 -3.8 0.0 LWL2 0.2 -3.7 0.0 -0.1 -5.0 0.0 LWL3 -0.0 -3.3 0.0 0.2 -2.2 0.0 LWL4 -0.0 -2.1 0.0L3. 2 -3.4 0.0 WL3 1.7 -2.4 0.02 -6.3 0.0 WL4 1.4 -0.8 0.05 -4.7 0.0 LOAD GROUP DESCRIPTION Roof Dead Load DL LL Roof Live Load COLL Roof Collateral Load WL1 Lateral Primary Wind Load VA-2 Lateral Primary Wind Load LWL1 Longitudinal Primary Wind Load LWL2 Longitudinal Primary Wind Load LWL3 Longitudinal Primary Wind Load LWL4 Longitudinal Primary Wind Load WL3 Lateral Primary Wind Load WL4 Lateral Primary Wind Load 1 { NOTES 1) THE REACTIONS PROVIDED ARE BASED ON THE ORDER DOCUMENTS AT THE TIME OF MAILING. ANY CHANGES TO BUILDING LOADS OR DIMENSIONS MAY CHANGE THE REACTIONS. THE REACTIONS WILL BE SUPERSEDED AND VOIDED BY ANY FUTURE MAILING. 2) THE REACTIONS PROVIDED HAVE BEEN CREATED WITH THE FOLLOWING LAYOUT (UNLESS NOTED OTHERWISE). a) A REACTION TABLE IS PROVIDED WITH THE REACTIONS FOR EACH LOAD GROUP. b) RIGID FRAMES (1) GABLED BUILDINGS (a) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE LEFT SIDE OF THE BUILDING, AS SHOWN ON THE ANCHOR ROD DRAWING, FROM THE OUTSIDE OF THE BUILDING. (b) INTERIOR COLUMNS ARE SPACED FROM LEFT SIDE TO RIGHT SIDE. (2)SINGLE SLOPE BUILDINGS (a) LEFT COLUMN IS THE LOW SIDE COLUMN. (b) RIGHT COLUMN IS THE HIGH SIDE COLUMN. (c) INTERIOR COLUMNS ARE SPACED FROM LOW SIDE TO HIGH SIDE. c) ENDWALLS (1) LEFT AND RIGHT COLUMNS ARE DETERMINED AS IF VIEWING THE WALL FROM THE OUTSIDE. (2)INTERIOR COLUMNS ARE SPACED FROM LEFT TO RIGHT. d) ANCHOR ROD SIZE IS DETERMINED BY SHEAR AND TENSION AT THE BOTTOM OF THE BASE PLATE. THE LENGTH OF THE ANCHOR ROD AND METHOD OF LOAD TRANSFER TO THE FOUNDATION ARE TO BE DETERMINED BY THE FOUNDATION ENGINEER. e) ANCHOR RODS ARE ASTM F1554 Gr. 36 MATERIAL UNLESS NOTED OTHERWISE ON THE ANCHOR ROD LAYOUT DRAWING. f) X-BRACING (1) ROD BRACING REACTIONS HAVE BEEN INCLUDED IN VALUES SHOWN IN THE REACTION TABLES. (2) FOR IBC AND UBC BASED BUILDING CODES, WHEN X-BRACING IS PRESENT IN THE SIDEWALL, INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ AND RBDWEQ) DO NOT INCLUDE THE AMPLIFICATION FACTOR, go. (3)FOR CANADA BUILDING CODE (NBC), WHEN X-BRACING IS PRESENT IN THE SIDEWALL OR ENDWALL. INDIVIDUAL LONGITUDINAL SEISMIC LOADS (RBUPEQ & RBDWEQ) ARE MULTIPLIED BY FORCE REDUCTION FACTOR, Rd, WHEN SPECIFIED SHORT -PERIOD SPECTRAL ACCELERATION RATIO IEFaSd(0.2) IS GREATER THAN 0.45. 3) REACTIONS ARE PROVIDED AS UN -FACTORED FOR EACH LOAD GROUP APPLIED TO THE COLUMN. THE FOUNDATION ENGINEER WILL APPLY THE APPROPRIATE LOAD FACTORS AND COMBINE THE REACTIONS IN ACCORDANCE WITH THE BUILDING CODE AND DESIGN SPECIFICATIONS TO DETERMINE BEARING PRESSURES AND CONCRETE DESIGN. THE FACTORS APPLIED TO LOAD GROUPS FOR THE STEEL COLUMN DESIGN MAY BE DIFFERENT THAN THE FACTORS USED IN THE FOUNDATION DESIGN. a) FOR PROJECTS USING ULTIMATE DESIGN WIND SPEEDS SUCH AS 2012 IBC OR 2010 FLORIDA BUILDING CODE, THE WIND LOAD REACTIONS ARE AT A STRENGTH VALUE WITH A LOAD FACTOR OF 1.0. THE MANUFACTURER DOES NOT PROVIDE "MAXIMUM" LOAD COMBINATION REACTIONS. HOWEVER, THE INDIVIDUAL LOAD REACTIONS PROVIDED MAY BE USED BY THE FOUNDATION ENGINEER TO DETERMINE THE APPLICABLE LOAD COMBINATIONS FOR HIS/HER DESIGN PROCEDURES AND ALLOW FOR AN ECONOMICAL FOUNDATION DESIGN. CV .o w Q � U O q) Y v Of O O I- Z a O_ o w tr tD -� Cn r'7 0 cr- 0 v n � o o v o r o ►- o a 0 0 � C O C L m = Q o 0 �: o _j U Q J o U a_ U Aj z ❑ � E L? l° Z Q Q ❑VN z z F= 1= U (n (n � < .Q Q I_Q (n Q U1 `a ov q L? 0 iU0 Lb �l L F _ a ry O -I U � ui 2 0 LLJ Lil �O LJJ v z Cl) rn o .c w m (n JUJ W O �/ Scale: NOT TO SCALE Drawn by. JOM 3/18/16 Checked by: GAS 3/18/16 Project Engineer-. • DJR Job Number. 5-B-20726 Sheet Number: F2 of 2 The engineer whose seal appears hereon is an employee for the manufacturer for the materials described herein. Said seal or certification is limited to the productsdesigned and _ manufactured by manufacture` only -The undersigned engineer is not the overall engineer of record for this project. Brian A. Carmichael, P.E. Florida P.E. 67645 DRSTIB ENSTIA �+ z � (N.IF# 67is46 i� a w fi' yTIE OF e ' ,._ ALL