Item 09 - AIPP_Dove Springs_APH facility_Paloma_Pavillion Final Design.pdf — original pdf

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MAI GUTIERREZ - MAI@STUDIOSINFIN.COM 4909 HILLDALE DR. ATX 78723 - 512.743.8645 N O I L L I V A P S G N R P S E V O D I 4 4 7 8 7 X T , n i t s u A e n a L o c n a B o a P 1 1 8 5 l l COVER SHEET A001 GRAPHIC SYMBOLS AND CONVENTIONS PROJECT DIRECTORY LOCATION MAP NOT TO SCALE GRAPHIC SYMBOLS SECTION OR DETAIL NO. DRAWING TITLE View Name  SCALE: 1/8" = 1'-0" 1 SCALE OF SECTION OR DETAIL DIRECTION OF CUTTING PLANE SIM 1 A101 SHEET NO. ON WHICH SECTION IS DRAWN LONGITUDINAL OR CROSS SECTION NO. GRAPHIC CONVENTIONS 5 REVISION NUMBER SHEET NO. ON WHICH ENLARGED DETAIL IS DRAWN DETAIL NO. 1 / A101 AREA OF DETAIL ENLARGED 1 A101 ELEVATION NUMBER SHEET NUMBER CENTERLINES AND PROJECTED LINES HIDDEN LINE AND/OR LINE ABOVE FLOOR PLANE BOUNDARY LINE AND/OR FLOOR LINES IN EXTERIOR ELEVATIONS 101 B 4'-0" . 6" . DIMENSION LINE DESIGNATIONS " 0 - ' 4 . DOOR TYPE APPEARING ON SCHEDULE OF OPENING DOOR NUMBER WINDOW TYPE ALIGN CLIENT CITY OF AUSTIN ECONOMIC DEVELOPMENT DEPARTMENT AIPP - FREDERICO GEIB FREDERICO.GEIB@AUSTINTEXAS.GOV DESIGNER STUDIO SIN FIN, LLC MAI GUTIERREZ, ASSOC. AIA MAI@STUDIOSINFIN.COM 512.743.8645 FABRICATOR PATRIOT ERECTORS, LLC PARLEY DIXON, CEO PARLEY@PATRIOTERECTORS.COM 512.858.9100 STRUCTURAL ENGINEER FORMA STRUCTURE ENGINEERING, LLC FIDENCIO GONZALEZ, P.E. FIDENCIO@FORMAATX.COM 512.677.1500 SHEET LIST SHEET NO: DESCRIPTION A001 A100 A101 A200 A300 S1.01 S2.01 S2.02 S3.01 S3.02 S4.01 S4.02 S4.03 SHEET TOTAL: 13 COVER SHEET SITE PLAN FLOOR PLAN ELEVATIONS & SECTION RCP & LIGHTING DETAILS STRUCTURAL NOTES PAVILION FOUNDATION PLAN PAVILION ROOF FRAMING PLAN STANDARD DETAILS SLAB ON GRADE FOUNDATION FOUNDATION DETAILS FRAMING DETAILS FRAME ELEVATIONS FRAME ELEVATIONS CONSTRUCTION DOCUMENTS DATE: DRAWN: SCALE: No. Description 01.25.24 MG AS NOTED Date B E L M O N T 8 X 8 S T O R A G E S H E D D E H E S G A R O T 8 S X T 8 N O M L E B N A V CONCRETE PAD (N.I.S.) " 0 - ' 3 2 " 0 - ' 6 1 " 8 / 1 0 1 - ' 4 " 8 / 7 1 - ' 8 1 " 0 - ' 3 2 " 0 - ' 3 2 " 0 - ' 6 1 " 0 - ' 2 6 84' - 11 5/8" 84' - 11 5/8" 6' - 0" 8' - 0" 6' - 0" 20' - 0" 1 A100 SITE PLAN - PAVILLION 1" = 10'-0" N PLAN TRUE GENERAL NOTES DO NOT SCALE DRAWINGS FOR CONSTRUCTION OR COORDINATION PURPOSES. USE INDICATED DIMENSIONS. IF QUESTIONS ARISE, CONTACT DESIGNER FOR CLARIFICATION. VERIFY EXISTING SITE CONDITIONS AND REPORT ANY DISCREPANCIES TO OWNER BEFORE COMMENCING WORK UTILITY LOCATIONS ARE APPROXIMATE, CONTRACTOR TO VERIFY BEFORE COMMENCING CONSTRUCTION CONTRACTOR TO TIE INTO EXISTING UTILITIES, WHEN APPLICABLE CONTRACTOR TO VERIFY ANY UTILITIES THAT REQUIRE UPGRADES VERIFY ALL METER AND SERVICE LOCATIONS BEFORE COMMENCING WORK CAP ALL ELECTRICAL AND PLUMBING PER CODE TEMPORARY BRACING AND SHORING PER CODE CONTRACTOR TO UTILIZE TEMPORARY EROSION AND SEDIMENTATION CONTROL AS REQUIRED BY LOCAL CODES USE CARE SO AS TO PROTECT TREES, VEGETATION AND OTHER NATURAL FEATURES INCLUDING THOSE NOTED TO BE PROTECTED DURING CONSTRUCTION. CONSULT WITH OWNER FOR TREE AND PLANT PROTECTION PRIOR TO WORK COMMENCEMENT. CLEARING AND PRUNING OF TREES TO BE COORDINATED WITH OWNER CONTRACTOR RESPONSIBLE FOR REMOVAL AND DISPOSAL OF TREE DEBRIS ALL FINAL GRADING TO SLOPE AWAY FROM BUILDING AT A MINIMUM OF 10' ALL MATERIALS TO BE STORED IN A DRY AND SECURE LOCATION ON SITE AND COORDINATED WITH OWNER. USE CARE WHEN PLACING FOUNDATION FOOTINGS IN THE VICINITY OF UNDERGROUND PIPES AND UTILITIES. HAND DIG AREAS TO AVOID DAMAGE TO UNDERGROUND LINES. IF UNDERGROUND LINES ARE DAMAGED, CONTRACTOR SHALL REPAIR AT NO ADDITIONAL COST TO OWNER. CONTRACTORS AND SUBCONTRACTORS SHALL KEEP SITE FREE OF DEBRIS AT ALL TIMES. TREE PROTECTION TREE PROTECTION NOTES: • NO CONSTRUCTION ACCESS ROUTE, MATERIAL STAGING, DUMPSTER OR SOLIDS PLACEMENT WITHIN 1/2 CRZ OF PROTECTED TREE NO PORTABLE TOILET, CONCRETE OR PAINT WASHOUT IN FULL CRZ OF PROTECTED TREE. TREE PROTECTION FENCING IS REQUIRED FOR TREES WITHIN THE LIMITS OF CONSTRUCTION. FENCING SHOULD PROTECT THE ENTIRE CRITICAL ROOT ZONE (CRZ) AREA . FENCING IS REQUIRED TO BE CHAIN-LINK MESH AT A MINIMUM HEIGHT OF FIVE FEET. A 8 INCH LAYER OF MULCH WITHIN THE ENTIRE AVAILABLE ROOT ZONE AREA IS REQUIRED FOR TREES WHICH HAVE ANY DISTURBANCE INDICATED WITHIN ANY PORTION OF THE CRITICAL ROOT ZONE. 2X4 OR GREATER SIZE PLANKS (6’ TALL MINIMUM) TO BE STRAPPED SECURELY AROUND PROTECTED TREES TRUNKS AND ROOT FLARES WHEN PROTECTIVE FENCING DOES NOT INCORPORATE THE ENTIRE ½ CRZ FOR ANY REASON AT ANY TIME IN THE PROJECT. TREE PROTECTION FENCING MUST BE ON GRADE (FLAT POST BASES WEIGHTED DOWN WITH SAND BAGS) AND MUST ENCOMPASS THE ¼ CRZ AT MINIMUM. 1/4 CRZ NO NEW IMPACT 1/2 CRZ NO CUT/FILL GREATER THAN 4" FULL CRZ PRESERVE 50% IF TRENCHING WITHIN THE 1/2 CRZ OF PROTECTED TREES CANNOT BE AVOIDED, THE TRENCHES WILL HAVE TO BE AIR SPADED BY A CERTIFIED ARBORIST FOR THE TOP 30" TO AVOID CUTTING ROOTS 1.5" IN DIAMETER AND THE PAID RECEIPT FOR THE WORK WILL BE REQUIRED BY THE FINAL TREE INSPECTOR IF ANY PRUNING OF PROTECTED TREE CANOPIES IS EXPECTED FOR ACCESS, NEW STRUCTURES OR THE HEALTH OF THE PROTECTED TREE(S), A QUALIFIED ARBORIST MUST PERFORM THE PRUNING AND PRUNING CAN ONLY HAPPEN ONCE DURING THE PROJECT DURATION. CONSTRUCTION ACCESS IN/ACROSS THE ½ OR ¼ CRZ, A CONSTRUCTION ACCESS PATH IS REQUIRED. SHOW AND SPECIFY THE LOCATION(S) OF THE CONSTRUCTION ACCESS PATH. A SPECIFICATION THAT CAN BE USED IS: 4 FOOT WIDE MINIMUM, ¾ INCH SHEETS OF PLYWOOD ON TOP OF 2 X 6 PLANKS ON TOP OF 12” OF HARDWOOD MULCH ON TOP OF THE EXISTING (UNDISTURBED GRADE). CONCRETE/LINE PUMP TRUCK: IF HEAVY EQUIPMENT WILL BE ROLLING OVER ANY AREA OF THE FULL CRZ OF PROTECTED TREES, PROVIDE 3/4" PLYWOOD OVER 2X4 LUMBER OVER 12" LAYER OF MULCH TO BRIDGE OVER THE ROOTS AND PREVENT SOIL/ROOT COMPACTION. AFTER CONSTRUCTION IS COMPLETED SPREAD MULCH AROUND SITE TO LEAVE A MAX LAYER OF 3" WITHIN ROOT ZONES. FOUNDATION CONTRACTOR: 2X BRACING FOR FOUNDATION FORMWORK TO LOCATED OUTSIDE/ADJACENT TO 1/2 CRZ, NO PROOF ROLLING OR OTHER IMPACTS. • • • • • • • • • • • • • • • • • • • • • • • • • • • MAI GUTIERREZ - MAI@STUDIOSINFIN.COM 4909 HILLDALE DR. ATX 78723 - 512.743.8645 N O I L L I V A P S G N R P S E V O D I 4 4 7 8 7 X T , n i t s u A e n a L o c n a B o a P 1 1 8 5 l l SITE PLAN A100 CONSTRUCTION DOCUMENTS DATE: DRAWN: SCALE: No. Description 03.08.2024 MG AS NOTED Date A200 3 HSS 8x8x3/8" COLUMN RND, RE: STRUCTURAL HSS 8x8x3/8" COLUMN RND, RE: STRUCTURAL " 0 - ' 3 2 " 0 - ' 3 2 A200 2 " 0 - ' 2 6 " 0 - ' 6 1 1 A200 6' - 0" 6' - 0" 8' - 0" 20' - 0" 4 A200 1 A101 PAVILION FLOOR PLAN 1/4" = 1'-0" N PLAN TRUE GENERAL NOTES • • • • • • • • • • • • • ALL DIMENSIONS OF NEW CONSTRUCTION ARE TO FACE OF ROUGH FRAME UNLESS NOTED OTHERWISE. ALL FINISHES, APPLIANCES, PLUMBING FIXTURES, AND LIGHTING FIXTURE SELECTIONS PER DRAWINGS: CONTRACTOR SHALL COORDINATE ROUGH OPENING SIZES AND SHALL CONFIRM POWER REQUIREMENTS AND APPROPRIATENESS OF FIXTURE SELECTION. PROVIDE BLOCKING IN WALLS FOR ALL WALL-MOUNTED ACCESSORIES, TYPICALLY - CONFIRM EXACT LOCATIONS WITH OWNER. DO NOT SCALE DRAWINGS FOR CONSTRUCTION OR COORDINATION PURPOSES. USE INDICATED DIMENSIONS. IF QUESTIONS ARISE, CONTACT DESIGNER FOR CLARIFICATION. CONTRACTOR SHALL INSTALL ALL FIREBLOCKING AND FIRESTOPPING IN ACCORDANCE WITH AND AS REQUIRED BY BUILDING CODE. DRAWINGS REPRESENT THE GENERAL INTENT AND SCOPE OF WORK. HOWEVER, NOT ALL PRODUCTS AND INSTALLATIONS ARE DETAILED AND ARE LEFT TO THE DISCRETION OF THE OWNER. CONTRACTOR SHALL CONSULT AND COORDINATE W/OWNER REGARDING ANY ADDITIONAL PRODUCT SELECTIONS AND INSTALLATIONS THAT MAY BE REQUIRED AS PART OF THIS PROJECT, AND CONSULT W/DESIGNER IF ANY CONFLICTS BETWEEN THESE DOCUMENTS AND OWNER SELECTIONS SHOULD ARISE. IT IS THE INTENT OF THESE DOCUMENTS TO PROVIDE A COMPLETE INSTALLATION IN EVERY RESPECT. IF ADDITIONAL DETAILS OF SPECIAL CONSTRUCTION ARE REQUIRED FOR WORK INDICATED OR SPECIFIED, THE CONTRACTOR SHALL PROVIDE THE MATERIALS, EQUIPMENT AND LABOR REQUIRED TO COMPLETE SUCH INSTALLATION AND CONSTRUCTION. AT NO ADDITIONAL COST TO OWNER. THE DESIGNER WILL NOT BE LIABLE OR RESPONSIBLE FOR ANY CLAIMS, DAMAGES, LOSSES OR EXPENSES ARISING FROM, IN CONNECTION WITH, OR RESULTING FROM THE PERFORMANCE (OR THE FAILURE TO PERFORM) OF ANY ASPECT OF CONSTRUCTION OF THIS PROJECT, WHERE THE OWNER OR CONTRACTOR HAS KNOWINGLY AUTHORIZED OR PERMITTED A DEVIATION FROM ANY DOCUMENT PREPARED BY THE DESIGNER OR WHERE THE OWNER OR CONTRACTOR HAS ELECTED NOT TO FOLLOW ANY WRITTEN RECOMMENDATION OF THE DESIGNER. ALL CONSTRUCTION WORK SHALL COMPLY WITH THE INTERNATIONAL RESIDENTIAL CODE, 2021, AND ALL CITY OF AUSTIN DEVELOPMENT ORDINANCES AND ALL APPLICABLE BUILDING CODES. THIS SHEET AND THE INFORMATION CONTAINED HEREIN IS PART OF A COMPLETE SET OF DRAWINGS. THIS SHEET SHALL NOT BE SEPARATED FROM THIS SET FOR THE PURPOSES OF REGULATORY APPROVAL, PERMITTING, BIDDING, OR CONSTRUCTION. USE CARE SO AS TO PROTECT TREES, VEGETATION AND OTHER NATURAL FEATURES INCLUDING THOSE NOTED TO BE PROTECTED DURING CONSTRUCTION. CONSULT WITH LANDSCAPE DESIGNER FOR TREE AND PLANT PROTECTION PRIOR TO WORK COMMENCEMENT. USE CARE WHEN PLACING RETAINING WALL AND FOUNDATION FOOTINGS IN THE VICINITY OF UNDERGROUND PIPES AND UTILITIES. HAND DIG AREAS TO AVOID DAMAGE TO UNDERGROUND LINES. IF UNDERGROUND LINES ARE DAMAGED, CONTRACTOR SHALL REPAIR AT NO ADDITIONAL COST TO OWNER. CONTRACTORS AND SUBCONTRACTORS SHALL KEEP SITE FREE OF DEBRIS AT ALL TIMES. SIZES FOR DOORS ARE NOMINAL AND CONTRACTOR SHALL VERIFY ACTUAL SIZES AND SUITABILITY FOR OPENING LOCATION WITH THE PRODUCT MANUFACTURER PRIOR TO ORDERING. SIZES FOR WINDOWS ARE ROUGH OPENINGS. ANY DISCREPANCIES SHALL BE BROUGHT TO THE DESIGNER'S ATTENTION IMMEDIATELY KEY NOTES NUMBER DESCRIPTION LEGEND 1 Ref f e R 1 f e R 1 A101 1 Ref 1 A101 SIM 1 A101 SIM 1 A101 INTERIOR ELEVATION TAG EXTERIOR ELEVATION TAG SECTION KEY - REFER TO SHEET A-XXX CALLOUT TAG - REFER TO SHEET A-XXX MAI GUTIERREZ - MAI@STUDIOSINFIN.COM 4909 HILLDALE DR. ATX 78723 - 512.743.8645 N O I L L I V A P S G N R P S E V O D I 4 4 7 8 7 X T , n i t s u A e n a L o c n a B o a P 1 1 8 5 l l FLOOR PLAN A101 CONSTRUCTION DOCUMENTS DATE: DRAWN: SCALE: No. Description 03.08.2024 MG AS NOTED Date 1/8" =METAL PANELS HSS 8x8x3/8" BEAMS 3/4" THICK PLATE ARMS PIPE 3 STD. (O.D.=3.5", THK-0.216") HSS 8x8x3/8 COLUMNS RND. " 8 / 7 1 - ' 5 " 4 / 1 8 - ' 5 1 " 0 - ' 0 2 " 0 1 - ' 5 1 " 8 / 1 6 - ' 2 1 " 8 / 1 2 - ' 0 1 " 0 - ' 8 " 8 / 7 6 - ' 3 1 " 8 / 7 1 1 - ' 4 1 " 4 / 3 0 - ' 0 1 " 4 / 3 3 - ' 8 1 A200 PAVILION ELEVATION - EAST 1/4" = 1'-0" 2 A200 PAVILION ELEVATION - WEST 1/4" = 1'-0" 1/8" METAL PANELS HSS 8x8x3/8" BEAMS 3/4" THICK PLATE ARMS PIPE 3 STD. (O.D.=3.5", THK-0.216") " 9 - ' 0 2 HSS 8x8x3/8" COLUMN RND., RE: STRUCTURAL 75.20° " 0 - ' 8 7 5 . 0 0 ° 1/8" METAL PANELS - OVERLAPPING AT SEAMS 3/4" THICK PLATE HSS 8x8x3/8" PIPE 3 STD. (O.D.=3.5", THK-0.216") HSS 8X8X3/8" COLUMN, RE: STRUCTURAL FOOTING, RE: STRUCTURAL 3 A200 PAVILION ELEVATION NORTH, SIM. 1/4" = 1'-0" 4 A200 SECTION 1/4" = 1'-0" 1/8" METAL PANEL RIDGE 1/8" METAL PANELS HSS 8x8x3/8" BEAMS PIPE 3 STD. (O.D.=3.5", THK-0.216") HSS 8x8x3/8" COLUMN, RE: STRUCTURAL MAI GUTIERREZ - MAI@STUDIOSINFIN.COM 4909 HILLDALE DR. ATX 78723 - 512.743.8645 N O I L L I V A P S G N R P S E V O D I 4 4 7 8 7 X T , n i t s u A e n a L o c n a B o a P 1 1 8 5 l l CONSTRUCTION DOCUMENTS DATE: DRAWN: SCALE: No. Description 03.08.2024 MG AS NOTED Date ELEVATIONS & SECTION A200 RCP NOTES KEY NOTES NUMBER DESCRIPTION MAI GUTIERREZ - MAI@STUDIOSINFIN.COM 4909 HILLDALE DR. ATX 78723 - 512.743.8645 N O I L L I V A P S G N R P S E V O D I 4 4 7 8 7 X T , n i t s u A e n a L o c n a B o a P 1 1 8 5 l l LEGEND SINGLE POLE LIGHT SWITCH - LUTRON C.L DIMMER PER LED LAMP SPECIFICATIONS THREE-WAY LIGHT SWITCH - LUTRON C.L DIMMER PER LED LAMP SPECIFICATIONS FOUR-WAY LIGHT SWITCH - LUTRON C.L DIMMER PER LED LAMP SPECIFICATIONS DIMMER SWITCH LOCATION DESIGNATION - LUTRON C.L DIMMER PER LED LAMP SPECIFICATIONS FAN SWITCH, PROVIDE 3-WIRE FOR LIGHT SWITCH, WHETHER OR NOT LIGHT IS INDICATED SURFACE MOUNT FIXTURE TO BE SELECTED BY OWNER 4" RECESSED FIXTURE 2700K LAMP SURFACE-MOUNTED SCONCE SELECTED BY OWNER. CONFIRM MOUNTING IN INCHES ABOVE FINISHED FLOOR W/ OWNER & FIXTURE SELECTION. PENDANT FIXTURE TO BE SELECTED BY OWNER NEW RECESSED FAN PER OWNER SELECTION. 3 4 D F A B C D F DUPLEX CONVENIENCE OUTLET GFCI 110V GROUND FAULT CURRENT INTERRUPTER OUTLET (WEATHER PROOF COVER OUTDOORS) USB DUPLEX LEVITON USB CHARGER 60" DUPLEX CONVENIENCE OUTLET ORIENTED HORIZONTALLY DUPLEX CONVENIENCE OUTLET 110V QUADRUPLEX OUTLET GFCI USB 110V GROUND FAULT CURRENT INTERRUPTER OUTLET (WEATHER PROOF COVER OUTDOORS) DUPLEX LEVITON USB CHARGER SD SMOKE AND CARBON MONOXIDE DETECTOR TO BE HARDWIRED PER CODE CONSTRUCTION DOCUMENTS V HEAT/VENT EXHAUST FAN SWITCH MMM00 MATERIAL TAG, SEE SCHEDULE ON SHEET A-602 SCALE: GYPSUM BOARD CEILING DATE: DRAWN: No. Description 03.08.2024 MG AS NOTED Date NOTE: NUMBER ADJACENT TO ELECTRICAL SYMBOL INDICATES HEIGHT TO CENTER FROM FINISH FLOOR. ALL SWITCHES AND ENVIRONMENTAL CONTROLS AT 46" TO CENTER UNLESS INDICATED OTHERWISE AND ALL OUTLETS AT 15" MIN. ABOVE FLOOR. CONFIRM TO VISITABILITY REQUIREMENTS. WHEN APPLICABLE, BANK INTERIOR SWITCHES TOGETHER AND EXTERIOR SWITCHES TOGETHER. ELECTRICAL ON THESE DRAWINGS IS NEW U.N.O. ALL LIGHT-SWITCHES SHALL BE LUTRON DIVA AND ALL COVER PLATES, AND OUTLETS SHALL BE CLARO, TYP. RCP & LIGHTING DETAILS A300 29' - 3 3/8" 3' - 7 7/8" 3' - 7 7/8" 3' - 7 7/8" 3' - 7 7/8" 3' - 7 7/8" 3' - 7 7/8" 3' - 7 7/8" 3' - 8 1/4" 1/8" METAL PANELS 3/4" THICK PLATE ARM LED LIGHTS ATTACHED TO PLATE ARM FIXTURE & FIXTURE INSTALL (N.I.S) HSS 8x8x3/8" PIPE 3 STD. (O.D.=3.5", THK-0.216") HSS 8x8x3/8" COLUMN, RE: STRUCTURAL " 0 - ' 2 3 " 0 - ' 4 " 0 - ' 4 " 0 - ' 4 " 0 - ' 4 " 0 - ' 4 " 0 - ' 8 " 0 - ' 4 1 A300 PAVILION REFLECTED CEILING PLAN 1/4" = 1'-0" N PLAN TRUE GENERAL 1. BUILDING CODE: INTERNATIONAL BUILDING CODE STRUCTURAL ENGINEERING DESIGN PROVISIONS, 2021 EDITION WITH LOCAL AMENDMENTS. FOUNDATION BUILDING PAD THE SUBSURFACE INFORMATION AND FOUNDATION DESIGN ARE BASED ON A REPORT PREPARED BY ECS SOUTHWEST LLP, PROJECT NUMBER 17:5222, DATED AUGUST 13, 2019. THE CONTRACTOR SHALL PERFORM EXCAVATIONS, FOUNDATION CONSTRUCTION, AND PREPARATION OF THE SUBGRADE UNDER THE SLAB ON GRADE FOUNDATION IN ACCORDANCE WITH THE RECOMMENDATIONS CONTAINED IN THE GEOTECHNICAL REPORT. SEE THE FOLLOWING DESIGN PRESSURES REPORTED THEREIN. 24. CONSTRUCTION JOINTS BETWEEN PIERS AND PIER CAPS, FOOTINGS AND WALLS OR COLUMNS, OR WALLS, COLUMNS, BEAMS, AND THE FLOOR SYSTEM THEY SUPPORT SHALL BE PREPARED BY ROUGHENING THE CONTACT SURFACE TO A FULL AMPLITUDE OF APPROXIMATELY 1/4 INCH LEAVING THE CONTACT SURFACE CLEAN AND FREE OF LAITANCE. SPECIAL INSPECTIONS SPREAD FOOTING FOUNDATION: A) ALLOWABLE BEARING PRESSURE: 2000PSF 25. REINFORCEMENT BARS SHALL NOT BE TACK WELDED, WELDED, HEATED, OR CUT UNLESS INDICATED ON THE CONTRACT DOCUMENTS OR REVIEWED BY THE STRUCTURAL ENGINEER. 26. MINIMUM CONCRETE COVER PROTECTION FOR REINFORCEMENT BARS SHALL BE AS FOLLOWS: (SEE ACI 318 SECTION REFER TO THE GEOTECHNICAL REPORT FOR ALL INFORMATION CONCERNING THE FOUNDATION CONSTRUCTION. 7.7 FOR CONDITIONS NOT NOTED) 4. THE STRUCTURE HAS BEEN DESIGNED FOR THE FOLLOWING SNOW LOADING PARAMETERS, IN ACCORDANCE WITH SECTION 1608 OF THE INTERNATIONAL BUILDING CODE: THE FLOOR SUBGRADE SHALL BE PROPERLY COMPACTED AND PROOFROLLED AND SHALL BE FREE OF STANDING WATER, MUD AND FROZEN SOIL. FOUNDATION CONDITIONS NOTED DURING CONSTRUCTION, WHICH DIFFER FROM THOSE DESCRIBED IN THE GEOTECHNICAL REPORT SHALL BE REPORTED TO THE ARCHITECT, GEOTECHNICAL ENGINEER, AND STRUCTURAL ENGINEER BEFORE FURTHER CONSTRUCTION IS ATTEMPTED. 4. REMOVE ALL FAT CLAY AND/OR UNSTABLE, ALL ORGANICS (I.E., ROOTS, TREES, GRASS, AND OTHER HUMUS), ANY BUILDING FOUNDATIONS OR RUBBLE, AND ANY OTHER DELETERIOUS MATERIAL TO A MINIMUM DEPTH OF 6" AND REPLACE WITH 12" MIN. OF COMPACTED SELECT FILL AS PER THE RECOMMENDATIONS OF THE GEOTECHNICAL REPORT. REFER TO THE GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. CONCRETE EXPOSED TO WEATHER #5 BARS AND SMALLER ALL OTHER BARS CONCRETE CAST AGAINST EARTH GRADE BEAMS: TOP BOARD FORMED SIDES EARTH FORMED SIDES BOTTOM SLABS ON GRADE: SINGLE LAYER OR TOP LAYER BOTTOM LAYER CAST AGAINST SOIL BOTTOM LAYER NOT CAST AGAINST SOIL 1 - 1/2 INCHES 2 INCHES 3 INCHES 1 - 1/2 INCHES 2 INCHES 3 INCHES 3 INCHES 2 INCHES 3 INCHES 2 INCHES 2 INCHES VAPOR BARRIER SHALL BE 10 MIL MIN., CONFORM TO THE PROJECT SPECIFICATIONS AND SHALL BE CONTINUOUS UNDER ALL GRADE BEAMS, FOOTINGS, AND SLAB. IN AREAS WHERE LIMESTONE IS EXPOSED AT THE CUT SURFACE, REMOVE A DEPTH OF LIMESTONE TO PROVIDE FOR AT LEAST 6" OF COMPACTED SELECT FILL. IN AREAS WHERE SOIL OR COMPLETELY WEATHERED LIMESTONE IS EXPOSED, SCARIFY AT LEAST SIX INCHES OF THE CUT SOIL SUBGRADE AND RECOMPACT TO AT LEAST 95% OF THE MAXIMUM DRY DENSITY DETERMINED USING TEXAS STATE DEPARTMENT OF HIGHWAYS AND PUBLIC TRANSPORTATION (SDHPT) TEST METHOD TEX-113-E CONDUCTED WITH A LABORATORY COMPACTED EFFORT OF 6.63 FT LBS/CU. IN. HOLD WATER CONTENTS WITHIN ± 2%. PILASTERS & PLINTHS STRUCTURAL STEEL BRING THE BUILDING PADS TO GRADE WITH SELECT MATERIAL CONFORMING TO THE REQUIREMENTS OF THE GEOTECHNICAL REPORT. SANDY LOAM IS NOT ACCEPTABLE FILL MATERIAL. CONTRACTOR SHALL CERTIFY THE COMPACTION OF THE SELECT FILL MATERIAL MEETS THE REQUIREMENTS OF THE GEOTECHNICAL REPORT. IN AREAS BENEATH THE SLAB WHERE COMPACTED FILL DEPTHS EXCEED 4'-0", ALL UTILITIES, EXHAUST LINES AND CONDUIT, INCLUDING BUT NOT LIMITED TO PLUMBING, GAS, AND ELECTRIC CONDUIT LINES, SHALL BE ADEQUATELY ATTACHED TO THE UNDERSIDE OF THE CONCRETE FLOOR SLAB. MEANS AND METHOD OF ATTACHMENT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND DO NOT FALL UNDER THE SCOPE OF THESE STRUCTURAL DOCUMENTS. 11. THE FOUNDATION DESIGN ASSUMPTIONS DO ALLOW FOR A LIMITED AMOUNT OF POTENTIAL VERTICAL RISE THAT WILL NOT AFFECT STRUCTURAL STABILITY. THIS ALLOWANCE IN DESIGN DOES NOT COVER ARCHITECTURAL, MECHANICAL, ELECTRICAL OR PLUMBING FEATURES. CONCRETE 1. CONCRETE IN THE FOLLOWING AREAS SHALL HAVE THE FOLLOWING COMPRESSIVE STRENGTH (F'C) AT 28 DAYS: 2. ALL CONCRETE MIX DESIGNS SHALL BE REVIEWED AND APPROVED BY THE TESTING AGENCY PRIOR TO SENDING TO THE ENGINEER OF RECORD FOR APPROVAL. SPREAD FOOTINGS GRADE BEAMS SLABS ON GRADE 3000 PSI 3000 PSI 3000 PSI PROJECT: PORTLAND CEMENT: ASTM C 150, TYPE I/II 4. FLY ASH MAY BE USED AS A POZZOLAN TO REPLACE A PORTION OF THE PORTLAND CEMENT IN A CONCRETE MIX, SUBJECT TO THE APPROVAL OF THE STRUCTURAL ENGINEER. FLY ASH, WHEN USED, SHALL CONFORM TO ASTM C618, TYPE C OR F. CONCRETE MIXES USING FLY ASH SHALL BE PROPORTIONED TO ACCOUNT FOR THE PROPERTIES OF THE SPECIFIC FLY ASH USED AND TO ACCOUNT FOR THE SPECIFIC PROPERTIES OF THE FLY ASH CONCRETE THUS RESULTING. THE RATIO OF THE AMOUNT OF THE FLY ASH TO THE TOTAL AMOUNT OF FLY ASH AND CEMENT IN THE MIX SHALL NOT EXCEED 25 PERCENT. 5. USE THE FOLLOWING NORMAL-WEIGHT AGGREGATES: ASTM C 33, COARSE AGGREGATE OR BETTER, GRADED. PROVIDE AGGREGATES FROM A SINGLE SOURCE CONFORMING TO THE FOLLOWING: MAXIMUM COARSE-AGGREGATE SIZE: TYPICALLY 3 FINE AGGREGATE: FREE OF MATERIALS WITH DELETERIOUS REACTIVITY TO ALKALI IN CEMENT 4" NOMINAL DIAMETER 1. 2. 4. 5. 6. 7. 8. CONTRACTOR SHALL FABRICATE AND ERECT STEEL IN ACCORDANCE WITH OSHA'S SAFETY REQUIREMENTS, INCLUDING 29 CFR PART 1926 SAFETY STANDARDS FOR STEEL ERECTION. ALL WIDE FLANGE STRUCTURAL STEEL SHALL CONFORM TO ASTM SPECIFICATION A992, INCLUDING BEAMS AND COLUMNS. 3. OTHER STEEL SHAPES SUCH AS PLATES, ANGLES, & CHANNELS SHALL CONFORM TO ASTM SPECIFICATION A36. TUBING (HSS SECTIONS) SHALL CONFORM TO ASTM SPECIFICATION A500, GRADE B FOR RECTANGULAR & SQUARE SECTIONS. ROUND SECTIONS (HSS SECTIONS) SHALL CONFORM TO ASTM SPECIFICATION A500,GRADE B. PIPE SHAPES SHALL CONFORM TO ASTM A53, GRADE B (35KSI YIELD). CONNECTION BOLTS FOR STRUCTURAL STEEL MEMBERS SHALL BE HIGH STRENGTH BOLTS WHICH MEET OR EXCEED THE REQUIREMENTS OF ASTM A325, TYPE N, X, OR SC CLASS A. BOLTS SHALL BE DESIGNED AS BEARING TYPE BOLTS, EXCEPT AS NOTED. BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH THE "SNUG TIGHT" CONDITION AS OUTLINED IN THE "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". BOLTS SHALL HAVE A HARDENED WASHER PLACED UNDER THE ELEMENT TO BE TIGHTENED. CONNECTIONS WITH OVERSIZED ROUND HOLES AND CONNECTIONS WITH HOLES SLOTTED IN THE DIRECTION OF LOAD SHALL BE DESIGNED AS "SLIP CRITICAL" WITH SC CLASS A BOLTS. SEE DOCUMENTS FOR CONNECTIONS SPECIFIED AS SLIP CRITICAL. BOLTS FOR SLIP-CRITICAL CONNECTIONS SHALL BE TIGHTENED BY THE USE OF THE TURN-OF-THE-NUT METHOD OR THE USE OF LOAD-INDICATING TYPE BOLTS, OR LOAD-INDICATING WASHERS, INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. STRUCTURAL STEEL DETAILS AND CONNECTIONS SHALL CONFORM TO THE STANDARD OF THE A.I.S.C.. FIELD CONNECTIONS SHALL BE EQUIVALENT TO STANDARD FRAMED CONNECTIONS USING MINIMUM 3 4" A325 BOLTS WITH TYPE ASTM A563 NUTS AND WASHERS IN ACCORDANCE WITH SECTION 6 OF THE A.I.S.C. UNLESS OTHERWISE SHOWN. CONNECTIONS SHALL BE BOLTED OR WELDED - SEE DETAILS. TYPICAL BEAM CONNECTION DETAILS ARE DETAILED ON THE DRAWINGS. FOR NON-COMPOSITE BEAMS, THE END REACTION OF THE CONNECTED BEAM SHALL BE DETERMINED AS ONE-HALF OF THE TOTAL UNIFORM LOAD CAPACITY SHOWN IN THE TABLES OF UNIFORM LOAD CONSTANTS AS NOTED IN THE LATEST EDITION OF THE AISC MANUAL FOR THE GIVEN BEAM SPAN AND GRADE STEEL SPECIFIED, UNLESS A DESIGN REACTION IS INDICATED ON PLAN. THE EFFECT OF ANY CONCENTRATED LOADS MUST BE TAKEN INTO ACCOUNT. IN NO CASE SHALL THE END REACTION BE TAKEN AS LESS THAN 12.0 KIPS. IF ALTERNATE BEAM CONNECTION DESIGNS ARE USED AND FOR ALL OTHER CONNECTIONS NOT DETAILED ON THE DRAWINGS, THE FABRICATOR SHALL HAVE A REGISTERED PROFESSIONAL ENGINEER PREPARE THE CONNECTION DESIGNS IN ACCORDANCE WITH AISC "MANUAL OF STEEL CONSTRUCTION-VOLUME II CONNECTIONS "AND" HOLLOW STRUCTURAL SECTIONS-CONNECTIONS MANUAL." SUCH DESIGNS SHALL BE SUBMITTED PRIOR TO PREPARATION OF THE SHOP DRAWINGS AND SHALL BEAR THE SEAL OF THIS RESPONSIBLE PROFESSIONAL ENGINEER. 9. PRIOR TO DETAILING CONNECTIONS FOR STRUCTURAL STEEL, THE STEEL FABRICATOR SHALL SUBMIT FOR APPROVAL REPRESENTATIVE DETAILS AND CALCULATIONS FOR EACH TYPE OF STRUCTURAL STEEL CONNECTION TO BE UTILIZED. AFTER APPROVAL, THE CONNECTIONS MAY BE INCORPORATED INTO THE SHOP DRAWINGS, ALONG WITH A TABLE OF DESIGN CAPACITIES FOR THE RANGE OF CONNECTIONS TO BE USED. 6. WATER SHALL CONFORM TO ASTM C 94/C 94M AND BE POTABLE. 10. PROVIDE WEB CONNECTIONS FOR STEEL BEAMS AT COLUMNS UNLESS OTHERWISE NOTED. 7. ADMIXTURES IF USED SHALL BE SUBJECT TO THE APPROVAL OF THE STRUCTURAL ENGINEER. 11. THE WET SETTING OF BASE PLATES SHALL NOT BE ALLOWED. 8. MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO ACI 301 AND ASTM C 94. 9. CONFORMANCE TO ACI 305.1 "SPECIFICATION FOR HOT WEATHER CONCRETING" IS REQUIRED WHEN AIR TEMPERATURE IS ABOVE 90 DEG F. 10. CONFORMANCE TO ACI 306 "COLD WEATHER CONCRETING" IS REQUIRED WHEN A PERIOD FOR MORE THAN THREE (3) CONSECUTIVE DAYS, THE AVERAGE DAILY AIR TEMPERATURE IS BELOW 40 DEG F AND THE AIR TEMPERATURE IS NOT GREATER THAN 50 DEG F FOR MORE THAN ONE-HALF OF ANY 24 HOUR PERIOD. 12. SPLICING OF STRUCTURAL STEEL MEMBERS IS PROHIBITED WITHOUT PRIOR APPROVAL OF THE ENGINEER AS TO LOCATION AND TYPE OF SPLICE TO BE MADE. ANY MEMBER HAVING SPLICE NOT SHOWN AND DETAILED ON SHOP DRAWINGS WILL BE REJECTED. 13. WELDING SHALL CONFORM TO THE AMERICAN WELDING SOCIETY (AWS) STANDARD D1.1. ELECTRODES FOR SHOP POST-INSTALLED ANCHORS AND FIELD WELDS SHALL CONFORM TO AWS A5.1 OR AWS A5.5, CLASS E70XX, LOW HYDROGEN. 14. TUBE COLUMNS AS NOTED ON DRAWINGS SHALL BE SLOTTED TO RECEIVE CONNECTION PLATES. 11. THE FIRE PROTECTION RATING FOR THIS PROJECT IS BASED UPON THE USE OF NORMAL WEIGHT AGGREGATE CONCRETE MADE WITH CARBONATE AGGREGATES. CARBONATE AGGREGATES CONSIST MAINLY OF CALCIUM OR MAGNESIUM CARBONATE, E.G., LIMESTONE OR DOLOMITE, AND CONTAIN 40 PERCENT OR LESS QUARTZ, CHERT AND FLINT. 15. ANCHOR BOLTS (ANCHOR RODS) SHALL CONFORM TO ASTM A307 OR F1554 GRADE 36, UNLESS NOTED OTHERWISE. 16. PENETRATIONS SHALL NOT BE CUT IN STRUCTURAL STEEL MEMBERS UNLESS SO INDICATED IN THE DRAWINGS OR AS REVIEWED BY THE ENGINEER. 8. HANDRAILS AND GUARDRAILS SHALL BE DESIGNED IN ACCORDANCE WITH TABLE 1607.1 OF THE 3. USE THE FOLLOWING CEMENTITIOUS MATERIALS, OF THE SAME TYPE, BRAND AND SOURCE THROUGHOUT THE 1. 2. 3. 5. 6. 7. 8. 9. 10. 3. WIND: THE STRUCTURE HAS BEEN DESIGNED TO WITHSTAND THE WIND PRESSURES SPECIFIED IN ASCE 7-16. 2. THE DESIGN GRAVITY LOADS ARE AS FOLLOWS: SUPERIMPOSED DEAD LOADS (INCLUDED, BUT NOT LIMITED TO): MECHANICAL AND CEILING: ROOF ASSEMBLIES: FINISHES: LIVE LOADS: ROOF: 5PSF 5PSF AS REQUIRED 20PSF BASIC WIND SPEED (3 SECOND GUST): WIND IMPORTANCE FACTOR, I: RISK CATEGORY: WIND EXPOSURE: INTERNAL PRESSURE COEFFICIENT: 105 MILES PER HOUR. 1.0 I B ± 0 GROUND SNOW LOAD: FLAT ROOF SNOW LOAD: THERMAL FACTOR: SNOW EXPOSURE FACTOR: SNOW IMPORTANCE FACTOR: PG = 5 PSF. PG = 3.78 PSF Ct= 1.2 Ce=0.9 Is=1.0 5. THE STRUCTURE HAS BEEN DESIGNED FOR THE SEISMIC LOADS SPECIFIED IN CHAPTER 16, SECTION 1613, OF THE INTERNATIONAL BUILDING CODE, USING PARAMETERS AS FOLLOWS: Ie = 1.0 I SITE CLASS: SPECTRAL RESPONSE COEFFICIENTS: SEISMIC IMPORTANCE FACTOR: RISK CATEGORY: MAPPED SPECTRAL RESPONSE ACCELERATIONS: Ss= 0.063g S1= 0.033g D SDS = 0.067g SD1 = 0.053g A STEEL ORDINARY CANTILEVER COLUMN SYSTEMS Fx=0.01W (SEISMIC DESIGN CATEGORY A STRUCTURE) Cs = 0.06663 R=1.25 EQUIVALENT LATERAL FORCE PROCEDURE SEISMIC DESIGN CATEGORY: BASIC SEISMIC-FORCE-RESISTING SYSTEM: DESIGN BASE SHEAR: SEISMIC RESPONSE COEFFICIENT: RESPONSE MODIFICATION COEFFICIENT: ANALYSIS PROCEDURE USED: 6. EXCEPT FOR AREAS OF PUBLIC ASSEMBLY, AND EXCEPT FOR LIVE LOADS WHICH EXCEED 100 PSF, FLOOR LIVE LOADS ARE REDUCED FOR SLAB SYSTEMS, BEAMS, GIRDERS, COLUMNS, PIERS, WALLS, AND FOUNDATIONS WHICH SUPPORT A FLOOR AREA OF 150 SQUARE FEET OR GREATER. THE FLOOR LIVE LOAD IS REDUCED AT THE RATE OF 0.08 PERCENT PER SQUARE FOOT OF FLOOR AREA SUPPORTED IN EXCESS OF 150 SQUARE FEET. THE REDUCTION DOES NOT EXCEED 40 PERCENT FOR MEMBERS RECEIVING LOADS FROM ONE LEVEL ONLY, 50 PERCENT FOR OTHER MEMBERS, NOR "R" AS DETERMINED BY R= 23.1(1+DEAD LOAD/LIVE LOAD), IN ACCORDANCE WITH SECTION 1607 OF THE BUILDING CODE. 7. THE FLOOR SYSTEM HAS BEEN DESIGNED TO WITHSTAND A CONCENTRATED LOAD OF 2000 POUNDS PLACED UPON ANY SPACE 2'-6" SQUARE, IN ACCORDANCE WITH SECTION 1607.4 OF THE INTERNATIONAL BUILDING CODE. INTERNATIONAL BUILDING CODE AS FOLLOWS: A. HANDRAIL ASSEMBLIES AND GUARDS SHALL BE DESIGNED TO SUPPORT LATERAL LOAD OF 50 POUNDS PER LINEAR FOOT (PLF) APPLIED IN ANY DIRECTION AT THE TOP AND TO TRANSFER THIS LOAD THROUGH THE SUPPORTS TO THE STRUCTURE. B. INTERMEDIATE RAILS, BALUSTERS, AND PANEL FILLERS SHALL BE DESIGNED TO SUPPORT A HORIZONTALLY APPLIED NORMAL LOAD OF 50 POUNDS ON AN AREA NOT TO EXCEED ONE SQUARE FOOT INCLUDING OPENINGS AND SPACE BETWEEN RAILS. REACTIONS DUE TO THIS LOADING ARE NOT REQUIRED TO BE SUPERIMPOSED WITH THOSE IN NOTE (A) ABOVE OR NOTE (C) BELOW. C. HANDRAIL ASSEMBLIES AND GUARDS SHALL BE DESIGNED TO SUPPORT A LOAD OF 200 POUNDS APPLIED IN ANY DIRECTION AT ANY POINT ON THE RAIL. THESE LOADS NEED NOT BE ASSUMED TO ACT CUMULATIVELY WITH THOSE IN NOTE (B) ABOVE. 9. 10. 11. STAIR TREADS AND STRINGERS SHALL BE DESIGNED FOR A UNIFORM LOAD OF 100 PSF. INDIVIDUAL STAIR TREADS SHALL ALSO BE DESIGNED TO SUPPORT A 300 LB LOAD ON A 4 SQUARE INCH AREA IN A POSITION THAT WILL CAUSE MAXIMUM STRESS. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR FITTING NEW WORK WITH EXISTING CONSTRUCTION. INFORMATION ON EXISTING BUILDINGS SHOWN IN THE DRAWINGS WAS BASED UPON THE INFORMATION SUPPLIED TO FORMA STRUCTURE ENGINEERING, LLC.. THIS INFORMATION IS NOT AS-BUILT DATA AND THE ACTUAL AS-BUILT CONSTRUCTION MAY DIFFER FROM THAT REPRESENTED IN THE DRAWINGS. CONTRACTORS SHALL VERIFY ALL INFORMATION. VARIATIONS FROM THE DIMENSIONS INDICATED ON THE CONTRACT DOCUMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT AND/OR FORMA STRUCTURE ENGINEERING, LLC. THESE DRAWINGS DO NOT, NOR ARE INTENDED TO, LOCATE PROPERTY LINES, BUILDING SET BACKS, NOR HEIGHT LIMITATIONS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO LOCATE THE BUILDING AND CONSTRUCT IT TO, AND WITHIN, APPLICABLE CODE RESTRICTIONS. FURTHER, IT IS THE CONTRACTOR'S RESPONSIBILITY TO ADDRESS SITE DRAINAGE APPROPRIATE TO THE SITE AND IN CONSIDERATION TO ADJOINING PROPERTIES. 12. METHODS, PROCEDURES, AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR AND MUST SATISFY THE MINIMUM REQUIREMENTS OF THE 2015 INTERNATIONAL BUILDING CODE. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION. 13. THE GENERAL CONTRACTOR AND SUB-CONTRACTORS SHALL DETERMINE THE SCOPE OF THE STRUCTURAL WORK FROM THE CONTRACT DOCUMENTS TAKEN AS A WHOLE. THE STRUCTURAL DRAWINGS SHALL NOT BE CONSIDERED SEPARATELY FOR PURPOSES OF BIDDING THE STRUCTURAL WORK. DUE CONSIDERATION SHALL BE GIVEN TO OTHER STRUCTURAL WORK OR WORK RELATED TO THE STRUCTURE, INCLUDING NECESSARY COORDINATION DESCRIBED OR IMPLIED BY THE ARCHITECTURAL AND MECHANICAL DRAWINGS. 14. SCALES NOTED ON THE DRAWINGS ARE FOR GENERAL REFERENCE ONLY. NO DIMENSIONAL INFORMATION SHALL BE OBTAINED BY DIRECT SCALING OF THE DRAWING. 15. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ALL RESULTING REVISIONS TO THE STRUCTURAL SYSTEM OR OTHER TRADES AS A RESULT OF ACCEPTANCE OF CONTRACTOR PROPOSED ALTERNATIVES OR SUBSTITUTIONS. . C L L , g n i r e e n g n E e r u t c u r t i S a m r o F i i f o n o s s m r e p n e t t i r w e h t t u o h t i i w d e t i b h o r p y l t c i r t s s i n o i t c u r t s n o c r e h t o y n a g n n r e c n o c s n a p e s e h t f o n o i t c u d o r p e r r o e s u e h T l i . y t r e p o r p h c u s o t y l l a c i f i c e p s d e t i m j i l s i e s u & e t i s e h t n o t c e o r p e g n s a t c u r t s n o c o t e s u e m l i i t - e n o a o t d e t i m i l & l a n o i t i d n o c e r a s t h g i r s ' r e s a h c r u P . C L L , g n i r e e n g n E e r u i t c u r t S a m r o F f o y t r e p o r p e h t e r a s n o i t a c i f i c e p s & s n a p l i , s g n w a r d , s n g s e d l l i A . d e v r e s e r s t h g i r l l A C L L , I I G N R E E N G N E E R U T C U R T S A M R O F 16. STRUCTURAL MEMBERS HAVE BEEN LOCATED AND DESIGNED TO ACCOMMODATE THE MECHANICAL EQUIPMENT 15. NO CONDUIT OR PIPING LARGER THAN 1" I.D. SHALL BE RUN IN STRUCTURAL CONCRETE MEMBERS UNLESS SHOWN OPENINGS SPECIFIED BY THE MECHANICAL CONSULTANT. ANY SUBMISSIONS RESULTING IN REVISIONS TO THE STRUCTURE SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE WITH FORMA STRUCTURE ENGINEERING, LLC. ON STRUCTURAL DRAWINGS. 12. GENERAL CONTRACTOR SHALL NOTIFY THE ARCHITECT AND FORMA STRUCTURE ENGINEERING, LLC. 48 HOURS PRIOR TO PLACEMENT OF CONCRETE IN THE FOOTINGS. 13. DURING CONSTRUCTION, THE CONTRACTOR SHALL PROVIDE TEMPORARY SHORING OF WALLS WHICH ARE ULTIMATELY SUPPORTED TOP AND BOTTOM. SUCH SHORING SHALL NOT BE REMOVED UNTIL THE SUPPORTING ELEMENTS ARE IN PLACE, THE CONCRETE IN THE WALLS AND SUPPORTING ELEMENTS HAS ATTAINED THE SPECIFIED 28 DAY COMPRESSIVE STRENGTH (FC') AND COMPACTION OF THE BACKFILL AGAINST THE WALL HAS BEEN COMPLETED. 14. DETAILING OF CONCRETE REINFORCEMENT BARS AND ACCESSORIES SHALL CONFORM TO THE RECOMMENDATIONS OF ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT" AND ACI SP-66 "DETAILING MANUAL". PLACING OF REINFORCING BARS SHALL CONFORM TO THE RECOMMENDATIONS OF ACI 315R "MANUAL OF ENGINEERING" AND PLACING DRAWINGS FOR REINFORCED CONCRETE STRUCTURES" AND CRSI "MANUAL OF STANDARD PRACTICE". 16. ALL PIPE SLEEVES IN CONCRETE MEMBERS SHALL BE SCHEDULE 40 PIPE UNLESS SHOWN OTHERWISE ON THE STRUCTURAL DRAWINGS. LOCATION OF THE SLEEVES SHALL BE AS APPROVED BY THE STRUCTURAL ENGINEER. PROVIDE 3 ADDITIONAL STIRRUPS EACH SIDE OF EACH SLEEVE IN BEAMS AND SPACE AS DIRECTED BY THE ENGINEER. 17. REINFORCED STEEL SHALL BE DEFORMED NEW BILLET STEEL BARS IN ACCORDANCE WITH A.S.T.M. SPECIFICATION A615 GRADE 60 EXCEPT #3 BARS SHALL BE GRADE 40. 18. ALL STIRRUPS SHALL BE PROVIDED WITH STANDARD 90 DEGREE HOOKS. 19. PROVIDE 2-#5 X 4'-0" "L" SHAPED BARS TOP AND BOTTOM AT ALL CORNERS AND "T" INTERSECTIONS OF BEAMS. 20. ALL HOOKS AND BENDS IN REINFORCING BARS SHALL CONFORM TO ACI STANDARDS UNLESS SHOWN OTHERWISE. 21. REINFORCEMENT DESIGNATED AS "CONTINUOUS" MAY BE SPLICED USING TYPE "B" SPLICES. REINFORCEMENT BAR SPLICE LENGTHS IN BEAMS WHICH ARE LOCATED AT THE CENTERLINE OF SUPPORTS FOR BOTTOM BARS AND AT MID-SPAN FOR TOP BARS MAY BE 36 BAR DIAMETERS, UNLESS NOTED OTHERWISE. PROVIDE STANDARD ACI HOOKS FOR TOP AND BOTTOM BARS AT DISCONTINUOUS ENDS OF ALL GRADE BEAMS. 22. VERTICAL JOINTS MAY OCCUR AT CENTER OF SPANS AT LOCATIONS REVIEWED BY FORMA STRUCTURE ENGINEERING, 23. HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE POURS SHALL BE PERMITTED ONLY WHERE INDICATED ON THE DRAWINGS. ALL CONSTRUCTION JOINTS SHALL BE MADE IN THE CENTER OF SPANS - SEE DRAWINGS FOR TYPICAL DETAIL. THE LOCATION OF THE CONSTRUCTION JOINTS SHALL BE AS APPROVED BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ADDITIONAL REINFORCING AT CONSTRUCTION JOINTS SHALL BE AS SPECIFIED BY THE ENGINEER WITHOUT ADDITIONAL COST TO THE OWNER. CONSTRUCTION JOINTS BETWEEN PIERS AND PIER CAPS, FOOTINGS AND WALLS OR COLUMNS, OR WALLS, 17. PRINCIPAL OPENINGS IN THE STRUCTURE ARE INDICATED ON THE CONTRACT DOCUMENTS, REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FOR SLEEVES, CURBS, INSERTS, ETC. NOT HEREIN INDICATED. OPENINGS IN SLABS WITH A MAXIMUM SIDE DIMENSION OR DIAMETER OF 12 INCHES OR LESS SHALL NOT REQUIRE ADDITIONAL FRAMING OR REINFORCEMENT, UNLESS NOTED OTHERWISE. THE LOCATION OF SLEEVES OR OPENINGS IN STRUCTURAL MEMBERS SHALL BE SUBMITTED TO FORMA STRUCTURE ENGINEERING, LLC. FOR REVIEW. THE STRUCTURE AND COMPONENTS SHOWN IN THESE DRAWINGS HAVE BEEN DESIGNED UNDER THE GUIDELINES OF THE STRUCTURAL REQUIREMENTS LISTED IN THE 2021 INTERNATIONAL BUILDING CODE WITH REQUIRED AMENDMENTS. 2. MINIMUM DESIGN LOADS FOR BUILDINGS & OTHER STRUCTURES, ASCE/SEI 7-16. STRUCTURAL STEEL: AISC STEEL CONSTRUCTION MANUAL, AISC360-16. STRUCTURAL CONCRETE: AMERICAN CONCRETE INSTITUTE, ACI 318-19. LLC. STRUCTURAL MASONRY: BUILDING CODE FOR MASONRY STRUCTURES/ SPECIFICATIONS FOR MASONRY STRUCTURES, TMS 402-2016 / TSM 602-2016. STRUCTURAL WOOD: NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION, 2018 EDITION, ANSI/AF&PA NDS-2018. CODES 1. 3. 4. 5. 6. INSPECTION OF FABRICATORS: WHERE FABRICATION OF STRUCTURAL LOAD-BEARING MEMBERS AND ASSEMBLIES IS BEING PERFORMED ON THE PREMISES OF A FABRICATOR'S SHOP, SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE REQUIRED BY THE 2021 IBC AND THE BUILDING OFFICIAL. STEEL CONSTRUCTION: THE SPECIAL INSPECTIONS FOR STEEL ELEMENTS OF BUILDINGS AND STRUCTURES SHALL BE AS REQUIRED BY THE 2021 IBC AND THE BUILDING OFFICIAL. CONCRETE CONSTRUCTION: THE SPECIAL INSPECTIONS AND VERIFICATIONS FOR CONCRETE CONSTRUCTION SHALL BE AS REQUIRED BY THE 2021 IBC AND THE BUILDING OFFICIAL. 4. MASONRY CONSTRUCTION: MASONRY CONSTRUCTION SHALL BE INSPECTED AND EVALUATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE 2021 IBC AND THE BUILDING OFFICIAL. DEPENDING ON THE CLASSIFICATION OF THE BUILDING OR STRUCTURE OR NATURE OF THE OCCUPANCY, AS DEFINED BY THE BUILDING CODE. 5. WOOD CONSTRUCTION: SPECIAL INSPECTIONS OF THE FABRICATION PROCESS OF PREFABRICATED WOOD STRUCTURAL ELEMENTS AND ASSEMBLIES SHALL BE IN ACCORDANCE WITH THE 2021 IBC AND THE BUILDING OFFICIAL. SPECIAL INSPECTIONS OF SITE-BUILT ASSEMBLIES SHALL BE IN ACCORDANCE WITH THE 2021 IBC AND THE BUILDING OFFICIAL. SOILS: SPECIAL INSPECTIONS FOR FILL PLACEMENT SHALL BE AS REQUIRED BY THE 2021 IBC AND THE BUILDING OFFICIAL. THE APPROVED SOILS REPORT, REQUIRED BY SECTION 1802.2, AND THE DOCUMENTS PREPARED BY THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHANGE SHALL BE USED TO DETERMINE COMPLIANCE. DURING FILL PLACEMENT, THE SPECIAL INSPECTOR SHALL DETERMINE THAT PROPER MATERIALS AND PROCEDURES ARE USED IN ACCORDANCE WITH THE PROVISIONS AND THE APPROVED SOILS REPORT, AS SPECIFIED IN SECTION 1803.5. PIER FOUNDATIONS: SPECIAL INSPECTIONS SHALL BE PERFORMED DURING INSTALLATION AND TESTING OF PIER FOUNDATIONS AS REQUIRED BY THE 2021 IBC. THE APPROVED SOILS REPORT, REQUIRED BY SECTION 1802.2, AND THE DOCUMENTS PREPARED BY THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE SHALL BE USED TO DETERMINE COMPLIANCE. SPECIAL CASES: SPECIAL INSPECTIONS SHALL BE REQUIRED FOR PROPOSED WORK THAT IS, IN THE OPINION OF THE BUILDING OFFICIAL, UNUSUAL IN ITS NATURE, SUCH AS, BUT NOT LIMITED TO THE FOLLOWING EXAMPLES: 8.1. CONSTRUCTION MATERIALS AND SYSTEMS THAT ARE ALTERNATIVES TO MATERIALS AND SYSTEMS PRESCRIBED BY THIS CODE. 8.2. UNUSUAL DESIGN APPLICATIONS OF MATERIALS DESCRIBED IN THIS CODE. 8.3. MATERIALS AND SYSTEMS REQUIRED TO BE INSTALLED IN ACCORDANCE WITH ADDITIONAL MANUFACTURER'S INSTRUCTIONS THAT PRESCRIBE REQUIREMENTS NOT CONTAINED IN THIS CODE OR IN STANDARDS REFERENCED BY THIS CODE. COORDINATION 1. ONLY CERTAIN OF THE REQUIRED SLEEVE OPENINGS IN STRUCTURAL FRAMING COMPONENT MEMBERS, AND ONLY CERTAIN OF THE REQUIRED FRAMED OPENINGS IN AND/OR THROUGH STRUCTURAL ASSEMBLY ARE INDICATED ON THE STRUCTURAL SERIES DRAWINGS. HOWEVER, ALL SLEEVES, INSERTS AND OPENINGS, INCLUDING FRAMES AND/OR SLEEVES, THEREFORE, SHALL BE PROVIDED FOR PASSAGE, PROVISION AND/OR INCORPORATION OF THE WORK OF THE CONTRACT, INCLUDING BUT NOT LIMITED TO MECHANICAL, ELECTRICAL, AND PLUMBING WORK. THE PROVIDING FOR SLEEVES OR FRAMED OPENINGS SHALL INCLUDE THE VERIFICATION OF SIZES, ALIGNMENT, DIMENSION, POSITION, LOCATIONS, ELEVATIONS, AND GRADES AS REQUIRED TO SERVE THE INTENDED PURPOSE. OPENINGS NOT INDICATED ON THE STRUCTURAL SERIES DRAWINGS, BUT REQUIRED AS ABOVE, SHALL HAVE BEEN APPROVED BY THE ENGINEER. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING SERIES DRAWINGS FOR FLOOR ELEVATIONS, SLOPES, DRAINS, AND LOCATION OF DEPRESSED AND ELEVATED FLOOR AREAS. STRUCTURAL SERIES DRAWINGS SHALL BE COMPARED WITH DRAWINGS OF OTHER SERIES; DIFFERENCES SHALL BE REFERRED TO THE ARCHITECT FOR INSTRUCTION. COMPATIBILITY OF ACCOMMODATION AND PROVISION FOR BUILDING EQUIPMENT SUPPORTED ON OR FROM STRUCTURAL COMPONENTS SHALL BE VERIFIED AS TO SIZE, DIMENSION, CLEARANCES, ACCESSIBILITY, WEIGHTS, AND REACTION WITH THE EQUIPMENT FOR WHICH THE ACCOMMODATION HAS BEEN DESIGNED PRIOR TO SUBMISSION OF SHOP DRAWINGS AND SUBMITTAL DATA FOR EACH EQUIPMENT AND FOR STRUCTURAL COMPONENTS; DIFFERENCES SHALL BE REFERRED TO THE ARCHITECT FOR REVIEW AND APPROVAL AND NOTATION. THE STRUCTURAL SYSTEM OF THIS BUILDING IS DESIGNED TO PERFORM AS A COMPLETED UNIT. PRIOR TO COMPLETION OF THE STRUCTURE, STRUCTURAL COMPONENTS MAY BE UNSTABLE AND IT IS THE RESPONSIBILITY OF THE CONTRACTOR, OR THE CLIENT IN THE ABSENCE OF A GENERAL CONTRACTOR, TO PROVIDE TEMPORARY SHORING AND/OR BRACING AS REQUIRED FOR THE STABILITY OF THE INCOMPLETE STRUCTURE AND FOR THE SAFETY OF ALL ON-SITE PERSONNEL. THE REMODELING AND/OR REHABILITATION OF AN EXISTING BUILDING REQUIRES THAT CERTAIN ASSUMPTIONS BE MADE REGARDING EXISTING CONDITIONS, AND BECAUSE SOME OF THESE ASSUMPTIONS MAY NOT BE VERIFIABLE WITHOUT EXPENDING ADDITIONAL SUMS OF MONEY OR DESTROYING AN OTHERWISE ADEQUATE OR SERVICEABLE PORTION OF THE STRUCTURE. THE CLIENT AGREES TO THE FULLEST EXTENT PERMITTED BY LAW, TO INDEMNIFY AND HOLD THE DESIGN PROFESSIONAL HARMLESS FROM ANY CLAIM, LIABILITY, OR COST (INCLUDING REASONABLE ATTORNEYS' FEES AND COST OF DEFENSE) FOR INJURY OR ECONOMIC LOSS ARISING OR ALLEGEDLY ARISING OUT OF THE PROFESSIONAL SERVICES PROVIDED UNDER THIS AGREEMENT, EXCEPTING ONLY THOSE DAMAGES, LIABILITIES FOR COSTS THE ATTRIBUTABLE TO THE NEGLIGENCE OR WILLFUL MISCONDUCT OF THE DESIGN PROFESSIONAL. POST-INSTALLED ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS. CONTRACTOR SHALL OBTAIN APPROVAL FROM ENGINEER OF RECORD PRIOR TO USING POST-INSTALLED ANCHORS FOR MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. CARE SHALL BE GIVEN TO AVOID CONFLICTS WITH EXISTING REBAR. HOLES SHALL BE DRILLED AND CLEANED PER THE MANUFACTURER'S INSTRUCTIONS. ANCHORS SHALL BE INSTALLED PER THE MANUFACTURER'S INSTALLATION INSTRUCTIONS AT NOT LESS THAN MINIMUM EDGE DISTANCES AND/OR SPACINGS INDICATED IN THE MANUFACTURER'S LITERATURE. 1. 2. 3. 6. 7. 8. 2. 3. 4. 5. 6. 1. 2. 3. 5. 6. 8. ACCEPTABLE PRODUCTS FOR INSTALLATION IN CONCRETE ARE AS FOLLOWS: A. EXPANSION ANCHORS SHALL BE: - SIMPSON STRONG-TIE "STRONG-BOLT" PER ICC ESR-1771 - SIMPSON STRONG-TIE "STRONG-BOLT 2" PER ICC ESR-3037 - HILTI "KWIK BOLT TZ" PER ICC ESR-1917 B. SCREW ANCHORS SHALL BE: - SIMPSON STRONG-TIE "TITEN HD" PER ICC ESR-2713 C. ADHESIVE ANCHORS SHALL BE: - SIMPSON STRONG-TIE "SET-XP EPOXY-TIE ADHESIVE" PER ICC ESR-2508 - HILTI "RE500-SD EPOXY ADHESIVE" PER ICC ESR-2322 D. POWER ACTUATED FASTENERS SHALL BE: - SIMPSON STONG-TIE "POWER-DRIVEN FASTENERS" PER ICC ESR-2138 - HILTI "X-U" "POWER-DRIVEN FASTENERS" PER ICC ESR-2269 7 4 7 8 7 X T , I N T S U A , Y A W S E K S 7 1 8 8 I 9 9 1 4 2 - F : o N M R F X T I 0 0 5 1 . 7 7 6 ) 2 1 5 ( : T . M O C X T A A M R O F @ O F N I I S G N R P S E V O D I N O L V A P I l , e n a L o c n a B o a P 1 1 8 5 l 4 4 7 8 7 X T , n i t s u A FIDENCIO GONZALEZ P R O F E S 122361 E L I SEC N S I O LN A D N E N G I R E E 11.12.2023 CHECKED BY : JOB # : 23.005 DRAWING BY : CONTACT : FG FG FG ISSUE DESCRIPTION DATE A PERMIT SET 11.12.2023 STRUCTURAL NOTES S1.01 17. HEADED CONCRETE ANCHORS (H.C.A.) SHALL BE NELSON OR KSM DEFORMED BAR ANCHORS (OR ACCEPTABLE EQUAL), AND SHALL CONFORM TO ASTM A108, GRADES C-1010 THOUGH C-1020. ANCHORS SHALL BE AUTOMATICALLY END WELDED WITH SUITABLE STUD WELDING EQUIPMENT. WELDING SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE NELSON STUD WELDING COMPANY OR THE KSM WELDING SYSTEMS COMPANY. 20. DEFORMED BAR ANCHORS (D.B.A.) SHALL BE NELSON OR KSM DEFORMED BAR ANCHORS (OR ACCEPTABLE EQUAL), AND SHALL BE MADE FROM COLD DRAWN WIRE PER ASTM A496 CONFORMING TO ASTM A108 WITH A MINIMUM YIELD STRENGTH OF 70KSI. ANCHORS SHALL BE AUTOMATICALLY END WELDED WITH SUITABLE WELDING EQUIPMENT IN THE SHOP OR IN THE FIELD. WELDING SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE NELSON STUD WELDING COMPANY OR THE KSM WELDING SYSTEM COMPANY. 21. CLEAN AND PREPARE ALL STEEL SURFACES ACCORDING TO SSPC-SP 2 AND PRIME WITH SSPC-PAINT 25 TYPE 2 PRIMER, U.N.O. ON PLANS OR IN PROJECT SPECIFICATIONS. MEMBERS EMBEDDED IN CONCRETE OR RECEIVING FIREPROOFING SHALL NOT BE PRIMED. 22. STRUCTURAL STEEL MEMBERS TO RECEIVE FIREPROOFING SHALL NOT BE PRIMED NOR PAINTED. FIREPROOFING MATERIAL THICKNESS SHALL BE INCREASED AS REQUIRED FOR STEEL MEMBERS NOT CONFORMING TO THE MINIMUM SIZES INDICATED IN THE U.L. FIRE RESISTANCE DIRECTORY - VOLUME I AND FOR STEEL MEMBERS DETERMINED UNRESTRAINED. 4. UNLESS SPECIFIED OTHERWISE, ANCHORS SHALL BE EMBEDDED IN THE APPROPRIATE SUBSTRATE WITH A MINIMUM EMBEDMENT OF 8 TIMES THE NOMINAL ANCHOR DIAMETER OR THE EMBEDMENT REQUIRED TO SUPPORT THE INTENDED LOAD. EO F T E T X A S AT S CONTRACTOR TO NOTIFY ENGINEER PRIOR TO INSTALLATION FOR ANCHOR PRODUCT APPROVAL CHOSEN FROM LIST BELOW. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED, SHALL BE SUBMITTED TO THE ENGINEER WITH CALCULATIONS THAT ARE PREPARED & SEALED BY A REGISTERED PROFESSIONAL ENGINEER SHOWING THAT THE SUBSTITUTED PRODUCT WILL ACHIEVE AN EQUIVALENT CAPACITY USING THE APPROPRIATE DESIGN PROCEDURE REQUIRED BY THE BUILDING CODE. 7. CONTACT SIMPSON STRONG-TIE AT (800) 999-5099 OR HILTI AT (800) 879-6000 X7980 FOR PRODUCT RELATED QUESTIONS AND AVAILABILITY. 2 1.9 1.1 1 " 8 / 5 6 - ' 3 " 4 / 3 1 1 - ' 2 2 " 8 / 5 6 - ' 3 1.5 " 1 - ' 0 3 . 2 0 4 S / 2 A A.1 B A.6 28'-2 1/2" 4'-4 3/8" 11'-11 1/8" 11'-11" EDGE OF ARCH COL. AT APEX EDGE OF ARCH COL. AT APEX 1/S4.03 F02 BP-1 HSS12X0.375 ARCH. COL. T.O.FTNG. EL.= -(0'-9") HATCHED AREA INDICATES PAVING, REF. CIVIL HSS12X0.375 ARCH. COL. T.O.FTNG. EL.= -(0'-9") F01 BP-1 T.O.PAVING EL. =0'-0" = REF. ELEV. (REF. CIVIL) F01 BP-1 HSS12X0.375 ARCH. COL. T.O.FTNG. EL.= -(0'-9") T.O.FTNG. EL.= -(0'-9") BP-1 F02 HSS12X0.375 ARCH. COL. . 3 0 4 S / 2 1/S4.03,O.H. 28'-2 1/2" 4'-4 3/8" 11'-11 1/8" 11'-11" A A.1 A.6 B " 8 / 5 6 - ' 3 " 8 / 5 6 - ' 3 2 1.9 1.1 1 " 4 / 3 1 1 - ' 2 2 " 1 - ' 0 3 1.5 . 2 0 4 S / 1 . C L L , g n i r e e n g n E e r u t c u r t i S a m r o F i i f o n o s s m r e p n e t t i r w e h t t u o h t i i w d e t i b h o r p y l t c i r t s s i n o i t c u r t s n o c r e h t o y n a g n n r e c n o c s n a p e s e h t f o n o i t c u d o r p e r r o e s u e h T l i . y t r e p o r p h c u s o t y l l a c i f i c e p s d e t i m j i l s i e s u & e t i s e h t n o t c e o r p e g n s a t c u r t s n o c o t e s u e m l i i t - e n o a o t d e t i m i l & l a n o i t i d n o c e r a s t h g i r s ' r e s a h c r u P . C L L , g n i r e e n g n E e r u i t c u r t S a m r o F f o y t r e p o r p e h t e r a s n o i t a c i f i c e p s & s n a p l i , s g n w a r d , s n g s e d l l i A . d e v r e s e r s t h g i r l l A C L L , I I G N R E E N G N E E R U T C U R T S A M R O F 1 PAVILION FOUNDATION PLAN 1/4" = 1' - 0" CONCRETE FOOTING SCHEDULE MARK F01 F02 DIMENSIONS (L X W X THK) 5'-0"X5'-0"X2'-3" THICK (MIN.) 6'-0"X6'-0"X2'-3" THICK (MIN.) REINFORCEMENT REMARKS (5)#5 TOP AND BOTT. EACH WAY EQUALLY SPACED (7)#5 TOP AND BOTT. EACH WAY EQUALLY SPACED 36" MIN. BEARING INTO NATURAL GRADE 36" MIN. BEARING INTO NATURAL GRADE NOTES: 1. CONCRETE FOR NEW PIERS AND FOOTINGS SHALL BE PROVIDED FROM A CERTIFIED CONCRETE PLANT OR FROM PRE-MIXED SACKS OF CONCRETE FROM A HARDWARE STORE. ALL CONCRETE SHALL MEET THE SPECIFICATIONS ON THE STRUCTURAL NOTES ON SHEET S1.01. ALL OTHER CONCRETE MIXES PROPOSED BY THE CONCRETE CONTRACTOR SHALL BE REVIEWED AND TESTED BY A THIRD PARTY TESTING LAB FOR QUALITY AND CAPACITY REQUIREMENTS; EXPENSES INCURRED FOR THESE SERVICES SHALL BE AT THE EXPENSE OF THE CONTRACTOR. FOUNDATION AND FRAMING PLAN NOTES 6. SEE SHEET SERIES S3.XX FOR FOUNDATION DETAILS. 1. 2. 3. 4. SEE SHEET SERIES S1.XX FOR STRUCTURAL NOTES AND BUILDING PAD SPECIFICATIONS. VERIFY AND COORDINATE ALL DIMENSIONS, ELEVATIONS, SLOPES, DROPS, CURBS, ETC., WITH ARCHITECTURAL DRAWINGS PRIOR TO THE START OF CONSTRUCTION. REFERENCE ARCH. FOR FINISH FLOOR ELEVATION. 7. 8. 9. THESE STRUCTURAL DOCUMENTS DO NOT ADDRESS WATER ISSUES AS IT RELATES TO BUT NOT LIMITED TO SITE DRAINAGE, ROOF RUNOFF, OR WATER INTRODUCED BY ADJACENT PROPERTIES. ADEQUATE DRAINAGE SHALL BE PROVIDED TO LIMIT THE EFFECTS OF EROSION AND TO MAINTAIN THE INTEGRITY OF THE STRUCTURAL SYSTEM. WATER ISSUES AND/OR WATERPROOFING ARE THE RESPONSIBILITY OF THE ARCHITECT AND CONTRACTOR AND ARE BEYOND THE SCOPE OF THESE DOCUMENTS. 5. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CERTIFY THAT THE COMPOSITION OF THE FILL MATERIAL USED AND ITS COMPACTION ARE IN ACCORDANCE WITH THE BUILDING PAD NOTES SPECIFIED ON SHEET SERIES S1.XX. SEE SHEET SERIES S4.XX FOR FRAMING DETAILS. 'BP-1', FOR EXAMPLE, INDICATES BASE PLATE TYPE. SEE A/S3.01 FOR BASE PLATE INFORMATION. ALL EXPOSED STRUCTURAL STEEL SHALL MEET THE REQUIREMENTS OF 'ARCHITECTURALLY EXPOSED STRUCTURAL STEEL' OR THE REQUIREMENTS SPECIFIED IN THE ARCHITECTURAL DRAWINGS. 10. ALL STEEL EXPOSED TO WEATHER SHALL BE PAINTED OR FINISHED PER THE REQUIREMENTS OF THE ARCHITECTURAL DRAWINGS. 11. ALL FRAMING MEMBERS SHALL BE PROPERLY BRACED BY THE CONTRACTOR/ERECTOR UNTIL ALL STRUCTURAL STEEL MEMBERS HAVE BEEN COMPLETELY CONSTRUCTED. 7 4 7 8 7 X T , I N T S U A , Y A W S E K S 7 1 8 8 I 9 9 1 4 2 - F : o N M R F X T I 0 0 5 1 . 7 7 6 ) 2 1 5 ( : T . M O C X T A A M R O F @ O F N I I S G N R P S E V O D I N O L V A P I l , e n a L o c n a B o a P 1 1 8 5 l 4 4 7 8 7 X T , n i t s u A EO F T E T X A S AT S FIDENCIO GONZALEZ P R O F E S 122361 E L I SEC N S I O LN A D N E N G I R E E 11.12.2023 CHECKED BY : JOB # : 23.005 DRAWING BY : CONTACT : FG FG FG ISSUE DESCRIPTION DATE A PERMIT SET 11.12.2023 PAVILION FOUNDATION PLAN S2.01 ABBREVIATIONS: 'FB' = FLUSH BEAM 'HDR' = HEADER 'V.I.F.' = VERIFY IN FIELD 'FLR' = FLOOR 'CLG' = CEILING 'T.O.' = TOP OF 'DBL.T.P.' = DOUBLE TOP PLATE 'EL' = ELEVATION 'COL' = COLUMN 'O.C.' = ON CENTER 'SPA' = SPACING 'EQ' = EQUAL 'EA' = EACH 'E.W.' = EACH WAY 'BM' = BEAM 'JST' = JOIST 'WD' = WOOD 'STL' = STEEL 'CONC' = CONCRETE 'A.F.F.' = ABOVE FLOOR FINISH 'TYP.' = TYPICAL 'BOTT' =BOTTOM 'REF.' = REFERENCE 'ARCH.' =ARCHITECTURE 'U.N.O.'=UNLESS NOTED OTHERWISE 'B.O.'= BOTTOM OF 'FRM'= FRAMING 'G.T.'=PRE-ENGINEERED GIRDER TRUSS 'F.T.'=PRE-ENGINEERED FLOOR TRUSS 1 A300 PAVILION REFLECTED CEILING PLAN 1/4" = 1'-0" N 3 4 D F V A B C F GFCI USB SD 60" GFCI USB 3/4" THK CURVEDPLATES CONT(8"TALL AT MIDSPAN)3/4" THK CURVEDPLATES (3.5" TALLAT RND PIPE)6"8"8"7"5"6"8"8"7"5"6"8"8"7"6"6"8"8"7"6"5"5"3/4" THK CURVEDPLATES (3.5" TALLAT RND PIPE)PIPE 3 STD.(O.D.=3.5", THK-0.216")HSS8X8X3/8 BEAMROLLEDHSS8X8X3/8 BEAMROLLEDPIPE 3 STD.(O.D.=3.5", THK-0.216")PIPE 3 STD.(O.D.=3.5", THK-0.216")PIPE 3.5 STD.(O.D.=4.0", THK=0.226")INFILL HSS8X8X3/8ROLLED BM (SLOT ATEACH CURVED PL)HSS8.625X0.375RND COL, TYP.DEPTH OFCURVED PLATESCURVED PL NOTCHAROUND HSS BMFOR TIGHT FITSLOT THE INFILLHSS BEAM AT EACHCURVED PLATE3/8" FILLET WELDSALL AROUND, TYP.1/4" FILLET WELDSALL AROUND1/4" FILLET WELDSALL AROUND ATPIPE 3 STD.SECTION VIEWSLAB (T) THICKNESS LESS THAN SMOOTH DOWEL SIZE 7" THICK 1/2" Ø X 1'-4" @ 18" O.C. 9" THICK 1/2" Ø X 1'-6" @ 12" O.C. 12" THICK 3/4" Ø X 1'-6" @ 12" O.C. N A L P E E S - T 2 / T SMOOTH BARS (SEE NOTE), PROVIDE SLIP TUBE ON ONE SIDE OF JOINT OR GREASE ONE END OF BAR C L CONSTRUCTION JOINT EQ. EQ. N A L P E E S - T (MIN) 0.25 T BUT NO LESS THAN 1" (MIN) 1 2" 1 2" WIDE TOOLED, FORMED OR SAW-CUT CONTROL JOINT THE CONTRACTOR SHALL TAKE APPROPRIATE MEASURES TO: 1. INSURE THAT ALL DOWELS ARE PERPENDICULAR TO SLAB FACE AT THE JOINT TO FACILITATE SLIPPAGE. 2. DO NOT PLACE DOWELS DIAGONALLY NOR CARELESSLY SUCH THAT DOWELS BEND WHEN SHRINKAGE OF THE CONCRETE OCCURS. JOINT NOTE: 1. EITHER A CONSTRUCTION JOINT OR A CONTROL JOINT SHALL OCCUR AT COLUMN CENTER LINES IN EACH DIRECTION. SEE GENERAL NOTES FOR OTHER REQUIREMENTS. 2. CONSTRUCTION JOINT CONTROL JOINT 1" 1" C L CONTROL JOINT CUT ALTERNATE REINF. BARS WHICH CROSS CONTROL JOINT (TYP) . I A D 6 3 6" " 6 36 DIA. PLAN AT CORNER 10 MIL POLY VAPOR BARRIER, TYP. SELECT COMPACTED FILL, TYP. 36 DIA. 36 DIA. PLAN AT "T" INTERSECTION SEE PLAN FOR SLAB REINF. EQ. EQ. IF CONDUIT MUST BE PLACED IN SLAB, PROVIDE #3 x 36" LONG, AS SHOWN, PERPENDICULAR TO CONDUIT AND BETWEEN EACH EXISTING SLAB BAR. (SLAB CRACKING MAY STILL OCCUR) PREFERRED LOCATION OF ELECTRICAL CONDUIT 1 TYP. SLAB ON GRADE CONSTRUCTION & CONTROL JOINT DETAIL 3 / 4 " = 1 ' - 0 " 2 TYP. GRADE BEAM BAR PLACEMENT DETAILS 3 / 4 " = 1 ' - 0 " 3 SLAB REINFORCING @ CONDUIT 1 1 / 2 " = 1 ' - 0 " NOTE: - DO NOT CUT REINFORCEMENT TO ACCOMMODATE PIPE. - IF CLEARANCES SHOWN BELOW ARE SATISFIED, BEAM DEPTH DOES NOT NEED TO BE INCREASED; HOWEVER, THE ADDITIONAL STIRRUPS MUST BE ADDED. PROVIDE (2) ADDITIONAL STIRRUPS EA. SIDE OF PENETRATION . I N M " 0 - ' 1 . I N M " 6 SEE PLAN FOR SLAB REINFORCEMENT HORIZONTAL PIPE 2" O.D. OR LARGER FIELD BEND BOTTOM REINFORCEMENT AS REQUIRED TO MAINTAIN 6" CLEARANCE FROM BOTTOM OF BEAM 3 " C L R SEE PLAN FOR SLAB REINFORCEMENT SEE PLAN 1'-0" MIN. N A L P E E S (2)#5 X 4'-0" MID DEPTH OF SLAB VAPOR BARRIER, TYP. SEE PLAN SELECT COMPACTED FILL, TYP. SEE PLAN TO APPROVED BEARING: 48" MIN. INTO NATURAL GRADE SEE DETAILS ON S3.1X FOR BOTTOM REINF. STEP GRADE BEAM ALONG GRADE TO PROVIDE FLAT BEARING AS SHOWN - DO NOT SLOPE GRADE CLASS "B" LAP SPLICE Ld SEE DETAILS ON S3.0 FOR TOP REINF. Z BARS TO MATCH LARGER OF SCHED. TOP REINF. FROM EITHER END SEE DETAIL FOR REINF. CLASS "B" LAP SPLICE 1.0 'H1' OR 1.5'H2' WHICHEVER IS GREATER Ld 3" 3" N A L P E E S ' 2 H ' 7 4 7 8 7 X T , I N T S U A , Y A W S E K S 7 1 8 8 I 9 9 1 4 2 - F : o N M R F X T I 0 0 5 1 . 7 7 6 ) 2 1 5 ( : T . M O C X T A A M R O F @ O F N I ADDITIONAL STIRRUPS TO MATCH SIZE AND SPACING OF SCHEDULED STIRRUPS 2 ADDITIONAL STIRRUPS, ONE ONE EA. SIDE OF STEP, SIZE TO MATCH SCHEDULED STIRRUPS SEE DETAILS ON S3.0 FOR TOP REINF. SCHED. STIRRUPS M A E B R O F 0 3 S E E S . ' 1 H ' = H T P E D TO APPROVED BEARING: 48" MIN. INTO NATURAL GRADE SEE DETAILS ON S3.0 FOR BOTTOM REINF. I S G N R P S E V O D I N O L V A P I l , e n a L o c n a B o a P 1 1 8 5 l 4 4 7 8 7 X T , n i t s u A 4 HORIZONTAL PENETRATION OF GRADE BEAM 3 / 4 " = 1 ' - 0 " 5 PLAN @ INSIDE CORNER 3 / 4 " = 1 ' - 0 " 6 SLAB DROP 3 / 4 " = 1 ' - 0 " 7 TYP. STEPPED PERIMETER GRADE BEAM @ SLOPING GRADE 3 / 4 " = 1 ' - 0 " . C L L , g n i r e e n g n E e r u t c u r t i S a m r o F i i f o n o s s m r e p n e t t i r w e h t t u o h t i i w d e t i b h o r p y l t c i r t s s i n o i t c u r t s n o c r e h t o y n a g n n r e c n o c s n a p e s e h t f o n o i t c u d o r p e r r o e s u e h T l i . y t r e p o r p h c u s o t y l l a c i f i c e p s d e t i m j i l s i e s u & e t i s e h t n o t c e o r p e g n s a t c u r t s n o c o t e s u e m l i i t - e n o a o t d e t i m i l & l a n o i t i d n o c e r a s t h g i r s ' r e s a h c r u P . C L L , g n i r e e n g n E e r u i t c u r t S a m r o F f o y t r e p o r p e h t e r a s n o i t a c i f i c e p s & s n a p l i , s g n w a r d , s n g s e d l l i A . d e v r e s e r s t h g i r l l A C L L , I I G N R E E N G N E E R U T C U R T S A M R O F 2X FORM SUPPORT SECURED TO 2X BOARD IN 1 C.R.Z. W/ FRAMING NAILS 2 ADDL. 2X STAKES AS NEEDED OUTSIDE 1 2 C.R.Z. 2X BOARD ON TOP OF 2X GRADE BRACE EDGE OF 1 2 C.R.Z. NO BATTER BOARD OR FOUNDATION FORMWORK STAKES WITHIN THE 1 2 C.R.Z. EXCEPT #5 REBAR W/ POINTED TIP. USE A STRONGBACK DESIGN TO GET ANY LARGER STAKES OUTSIDE OF THE 1 TO COORDINATE. 2 C.R.Z., TYP. CONCRETE SUBCONTRACTOR FOUNDATION FORMWORK, BY SUBCONTRACTOR CONCRETE SLAB ON GRADE, SEE PLAN GRADE BEAM, SEE PLAN 2X GRADE BRACE ON TOP OF EXIST. GRADE WITHIN THE 1 2 C.R.Z. 1 2" SMOOTH FORM PIN, SECURE W/ DOUBLE HEADED FRAMING NAILS OR #5 REBAR W/ POINTED TIP BY CONCRETE SUBCONTRACTOR (NO STAKES WITHIN THE 1 2 C.R.Z. TYP.) 'LDH' TENSION DEVELOPMENT LENGTH (EMBEDMENT LENGTH) FOR STANDARD END HOOKS (GRADE 60 UNCOATED BARS) NORMAL WEIGHT CONCRETE LDH 2" MIN. COVER (*) 2" MIN. COVER ON EXPOSED SURFACES INCREASE ldh DIMENSION IF NECESSARY (*) LDH STANDARD 90° HOOK SIDE COVER > 2 1/2" (*) STANDARD 180 DEG. HOOK SIDE COVER > 2 1/2" (*) NOTES: TENSION LAP SPLICES CLASS B - TOP & BOT. BARS (GRADE 60 UNCOATED BARS) NORMAL WEIGHT CONCRETE TENSION DEVELOPMENT LENGTH 'LD' (GRADE 60 UNCOATED BARS) NORMAL WEIGHT CONCRETE BAR SIZE #3 #4 #5 #6 F'c = 3000 PSI F'c = 4000 PSI F'c = 3000 PSI F'c = 4000 PSI TOP BOT TOP BOT LD TOP LD BOTT LD TOP LD BOTT 2'-11" 3'-11" 4'-10" 5'-10" 2'-3" 3'-0" 4'-6" 4'-10" 2'-6" 3'-4" 4'-3" 5'-0" 2'-0" 2'-7" 3'-3" 3'-11" 2'-3" 3'-0" 4'-6" 4'-10" 1'-9" 2'-4" 3'-6" 3'-9" 2'-0" 2'-7" 3'-3" 3'-11" 1'-6" 2'-0" 2'-6" 3'-0" BAR SIZE #3 #4 #5 #6 NOTES: f'c=3000 PSI f'c=4000 PSI f'c=4500 PSI f'c=5000 PSI LDH LDH BAR SIZE #3 #4 #5 #6 LDH 6" 8" 10" 1'-0" LDH 6" 7" 9" 10" - - - - 6" 6" 8" 9" NOTE: (*) WHEN EITHER SIDE OR END COVER IS SMALLER THAN THESE NUMBERS, MULTIPLY 'LDH' BY 1.4. 1. 2. 3. 4. 5. TABULATED VALUES ARE APPLICABLE ONLY IF CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED IS NOT LESS THAN 'de', CLEAR COVER IS NOT LESS THAN 'de', AND STIRRUPS OR TIES THROUGHOUT 'ld' IS NOT LESS THAN CODE MINIMUM OR CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED IS NOT LESS THAN 2*'de' AND CLEAR COVER IS NOT LESS THAN 'de'. 'TOP' BARS ARE HORIZONTAL REBAR WITH MORE THAN 12" OF FRESH CONCRETE CAST BELOW THE BARS AT THE END DEVELOPMENT LENGTH. FOR LIGHT WEIGHT CONCRETE, MULTIPLY THE TABULATED VALUES BY 1.3. FOR EPOXY COATED BARS, MULTIPLY TABULATED VALUES BY THE RATIO OF THE REINFORCEMENT YIELD STRENGTH DIVIDED BY 60 KSI. FOR CLASS "A" SPLICE USE SAME AS TENSION DEVELOPMENT LENGTH. 1. 2. 3. 4. 5. TABULATED VALUES ARE APPLICABLE ONLY IF CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED IS NOT LESS THAN 'de', AND STIRRUPS OR TIES THROUGHOUT 'ld' IS NOT LESS THAN CODE MINIMUM, OR CLEAR SPACING OF BARS BEING DEVELOPED OR SPLICED IS NOT LESS THAN 2*'de' AND CLEAR COVER IS NOT LESS THAN 'de'. 'TOP' BARS ARE HORIZONTAL REBAR WITH MORE THAN 12" OF FRESH CONCRETE CAST BELOW THE BARS AT THE DEVELOPMENT LENGTH. FOR LIGHT WEIGHT CONCRETE, MULTIPLY TABULATED VALUES BY 1.3. FOR EPOXY COATED BARS, MULTIPLY TABULATED VALUES BY 1.5 FOR BOTT BARS, AND BY 1.3 FOR TOP BARS. FOR REINFORCEMENT OTHER THAN GRADE 60, MODIFY THE TABULATED VALUES BY THE RATIO OF THE REINFORCEMENT YIELD STRENGTH DIVIDED BY 60 KSI. EO F T E T X A S AT S FIDENCIO GONZALEZ P R O F E S 122361 E L I SEC N S I O LN A D N E N G I R E E 11.12.2023 CHECKED BY : JOB # : 23.005 DRAWING BY : CONTACT : FG FG FG ISSUE DESCRIPTION DATE A PERMIT SET 11.12.2023 STANDARD DETAILS SLAB ON GRADE FOUNDATION S3.01 8 TYPICAL FOUNDATION BRACING DETAIL AT 1/2 C.R.Z. 3 / 4 " = 1 ' - 0 " A REINFORCING STEEL LAP SPLICES 3 / 4 " = 1 ' - 0 " EQUAL EQUAL L S R A B P O T ' w ' S R A B M O T T O B ' w ' L A U Q E L A U Q E W 'l' TOP BARS 'l' BOTTOM BARS NOTES: 1. 2. ' ' INDICATES TOP BARS. ' ' INDICATES BOTTOM BARS. F O P O T , " 2 / 1 6 . P Y T E T A L P E S A B " 2 / 1 1 . P Y T T U O R G " 1 . R L C " 3 . P Y T ARCH COL., SEE PLAN BASE PLATE, SEE PLAN VARIES 3/8 TYP. CONC. PAVING BY OTHERS T.O. PAVING EL. =SEE PLAN T.O.FTNG. EL. =SEE PLAN " 9 " 3 - ' 2 1 SPREAD FOOTING BAR LAYOUT 3 / 4 " = 1 ' - 0 " 2 SECTION AT NEW FOOTING AND COLUMN 3 / 4 " = 1 ' - 0 " EQUAL EQUAL SEE PLAN CONC. FOOTING, SEE PLAN FOR REINFORCEMENT . C L L , g n i r e e n g n E e r u t c u r t i S a m r o F i i f o n o s s m r e p n e t t i r w e h t t u o h t i i w d e t i b h o r p y l t c i r t s s i n o i t c u r t s n o c r e h t o y n a g n n r e c n o c s n a p e s e h t f o n o i t c u d o r p e r r o e s u e h T l i . y t r e p o r p h c u s o t y l l a c i f i c e p s d e t i m j i l s i e s u & e t i s e h t n o t c e o r p e g n s a t c u r t s n o c o t e s u e m l i i t - e n o a o t d e t i m i l & l a n o i t i d n o c e r a s t h g i r s ' r e s a h c r u P . C L L , g n i r e e n g n E e r u i t c u r t S a m r o F f o y t r e p o r p e h t e r a s n o i t a c i f i c e p s & s n a p l i , s g n w a r d , s n g s e d l l i A . d e v r e s e r s t h g i r l l A C L L , I I G N R E E N G N E E R U T C U R T S A M R O F 2'-3" 1'-1 1/2" 1'-1 1/2" 4" 9 1/2" 9 1/2" 4" BASE PLATE 1 1 (GRADE A36) 2" X27"X2'-3" (6) 1 1 2"Ø ANCHOR RODS (F1554 GR.36KSI) W/ 18" EMBEDMENT (TYPE B ROD) " 3 - ' 2 TYP. " 3 - ' 2 " 2 / 1 1 - ' 1 " 2 / 1 1 - ' 1 3/8 " 2 / 1 2 " 4 / 3 4 " 4 / 3 4 " 2 / 1 2 " 4 / 1 6 " 4 / 1 6 C.L. OF PL & COL. BASE PLATE 'BP-01' 2'-3" TACK WELD, TYP. TYPE A " 5 . J O R P T L O B . D E H C S H T G N E L ) T N E M D E B M E ( T U O R G " 1 " 2 1 PL. 3 8"X4"X0'-4" WELD WASHER AT EACH ROD . J O R P " 5 . . O N U . . D E H C S H T G N E L T L O B ) T N E M D E B M E ( DOUBLE NUT, TYP. TYPE B 1/4 TYP. " 1 T U O R G THIS ANCHOR ROD TYPE IS REQUIRED AT BRACED FRAME COLUMNS, OR OTHER LATERAL LOAD RESISTING COLUMNS WHERE ANCHOR ROD HOLE IN BASE PLATE IS OVERSIZED MORE THAN 1 8". THE HOLE IN THE PLATE WASHER SHALL BE LESS THAN 1 ROD DIAMETER. 8" PLUS THE SCHEDULED ANCHOR " 2 1 A STEEL COLUMN EMBED PLATE AND BASE PLATE SCHEDULE 1 " = 1 ' - 0 " B ANCHOR ROD DETAILS 1 " = 1 ' - 0 " 7 4 7 8 7 X T , I N T S U A , Y A W S E K S 7 1 8 8 I 9 9 1 4 2 - F : o N M R F X T I 0 0 5 1 . 7 7 6 ) 2 1 5 ( : T . M O C X T A A M R O F @ O F N I I S G N R P S E V O D I N O L V A P I l , e n a L o c n a B o a P 1 1 8 5 l 4 4 7 8 7 X T , n i t s u A EO F T E T X A S AT S FIDENCIO GONZALEZ P R O F E S 122361 E L I SEC N S I O LN A D N E N G I R E E 11.12.2023 CHECKED BY : JOB # : 23.005 DRAWING BY : CONTACT : FG FG FG ISSUE DESCRIPTION DATE A PERMIT SET 11.12.2023 FOUNDATION DETAILS S3.02 CL COLUMN BOLTED M.C. WELDED M.C. LC COL HSS COLUMN W/ BASE PL 1 - SEE PLAN 2"X5"X0'-5" 3 8" STIFFENER PLATE EA. SIDE W-BEAM - SEE PLAN 4" Ø A325N (4) 3 THRU BOLTS W-BEAM - SEE PLAN HSS COLUMN - SEE PLAN 7/S4.01 T.O.STL EL= BOT OF DECK 7/S4.01 1 2 " CAP PLATE @ 4" DIA. COLUMNS, 3 4" CAP PLATE @ ALL OTHER COLUMNS U.N.O. ON DETAILS TYP. 5/16 RND PIPE, SEE PLAN CURVED ARM PLATES, SEE PLAN SECTION AT RND PIPE AND CURVED ARM PLATE 10 1 " = 1 ' - 0 " . C L L , g n i r e e n g n E e r u t c u r t i S a m r o F i i f o n o s s m r e p n e t t i r w e h t t u o h t i i w d e t i b h o r p y l t c i r t s s i n o i t c u r t s n o c r e h t o y n a g n n r e c n o c s n a p e s e h t f o n o i t c u d o r p e r r o e s u e h T l i . y t r e p o r p h c u s o t y l l a c i f i c e p s d e t i m j i l s i e s u & e t i s e h t n o t c e o r p e g n s a t c u r t s n o c o t e s u e m i l i t - e n o a o t d e t i m i l & l a n o i t i d n o c e r a s t h g i r s ' r e s a h c r u P . C L L , g n i r e e n g n E e r u i t c u r t S a m r o F f o y t r e p o r p e h t e r a s n o i t a c i f i c e p s & s n a p l i , s g n w a r d , s n g s e d l l i A . d e v r e s e r s t h g i r l l A C L L , I I G N R E E N G N E E R U T C U R T S A M R O F CL COLUMN 1/4" 1/4" 3 8" STEEL PLATE 3" MIN. 1/4" W-BEAM -SEE PLAN T.O. BEAM ELEVATION 1/4" 3 8" STEEL PLATE W-BEAM -SEE PLAN VIEW B-B 1/4" 1/4" HSS COLUMN W/ 3 8" CAP PLATE SEE PLAN TYP. SHEAR PLATE CONNECTION - SEE A/S4.01 T.O.B = SEE PLAN WF BEAM - SEE PLAN W-BEAM - SEE PLAN SINGLE SHEAR PLATE CONNECTION - SEE DETAIL A/S4.01 SINGLE SHEAR PLATE CONNECTION - SEE DETAIL A/S4.01 T.O.B. = SEE PLAN WF BEAM COPED AS NECESSARY - SEE PLAN 7 4 7 8 7 X T , I N T S U A , Y A W S E K S 7 1 8 8 I 9 9 1 4 2 - F : o N M R F X T I 0 0 5 1 . 7 7 6 ) 2 1 5 ( : T . M O C X T A A M R O F @ O F N I TYPICAL WIDE FLANGE BEAM TO HSS COLUMN MOMENT CONNECTION 1 1 " = 1 ' - 0 " 2 1 " = 1 ' - 0 " TYPICAL WIDE FLANGE BEAM TO HSS COLUMN MOMENT CONNECTION TYPICAL WIDE FLANGE BEAM TO W-BEAM MOMENT CONNECTION 3 1 " = 1 ' - 0 " TYPICAL STEEL BEAM TO HSS COLUMN CONNECTION 4 1 " = 1 ' - 0 " TYPICAL STEEL BEAM TO BEAM CONNECTION 5 1 " = 1 ' - 0 " TOP AND BOTT. HSS10X6 ROLLED BM, SEE PLAN TYP. 3/8 ARCH COL., SEE PLAN TYP. 5/16 CURVED ARM PLATES, SEE PLAN HSS10X6 ROLLED BM, SEE PLAN TYPICAL CONT. BEAM OVER COL CONNECTION 6 1 " = 1 ' - 0 " STEEL BEAM OVER STEEL COLUMN CONNECTION 7 1 " = 1 ' - 0 " 8 SECTION AT ARCH COL AND HSS ROLLED BM 1 " = 1 ' - 0 " 9 SECTION AT HSS ROLLED BMS AND CURVED ARM PLATES 1 " = 1 ' - 0 " I S G N R P S E V O D I N O L V A P I l , e n a L o c n a B o a P 1 1 8 5 l 4 4 7 8 7 X T , n i t s u A WIDTH OF COL. T.O.B = REF. ARCH. 3 4" CAP PLATE B B " 2 / 1 1 " 3 " 3 " 2 LC COL 3 8" STIFFENER PLATE EA. SIDE OF WEB W-BEAM - SEE PLAN 4" Ø A325N (4) 3 THRU BOLTS 1/4" STEEL COL. - SEE PLAN HSS COL -SEE PLAN W-BEAM -SEE PLAN 3 8" STIFFENER PLATE EA. SIDE W-BEAM -SEE PLAN TYP. SHEAR PLATE CONNECTION - SEE A/S4.01 HSS COL -SEE PLAN HSS10X6 ROLLED BM, SEE PLAN CURVED ARM PLATES, SEE PLAN VARIES 1" MIN. 1 E T O N " 2 / 1 1 S W O R T L O B " N " " 2 / 1 1 1 E T O N 1/4" 1/4" 1/4" 1/4" 1/4" 4" 4" VIEW A-A 3/16" 3/16" 3/16" 3/16" 3/16" SUPPORTING MEMBER WELD A WELD B 1" MIN. 1/2" MIN. TO COPE (2) L4X3-1/2 A A SUPPORTING MEMBER 1/2" MIN. TO COPE B B T L O B " N " S W O R " 2 / 1 1 " 2 / 1 1 1 E T O N 1 E T O N "L" "W" W-BEAM "L" BEAM PENETRATIONS SHALL OCCUR WITH THE MIDDLE THIRD OF THE BEAM SPAN ONLY, U.N.O. ON PLAN 1/2" 3/4" Ø A325 THRU BOLTS W/ STD. HOLES 3 1/2" MIN. NOTE: WELD RETURN LENGTH EQUAL TO 2X WELD SIZE 1/2" MIN. 1 1/2" 2" 3/4" Ø A325 THRU BOLTS W/ STD. HOLES 3 1/2" MIN. VIEW B-B L/3 L/3 L/3 STANDARD DOUBLE ANGLE CONNECTION STANDARD SINGLE PLATE CONNECTION BEAM "N" BOLT DIAMETER ANGLE THICKNESS WELD SIZE WELD A SIZE BEAM "N" BOLT DIAMETER PLATE THICKNESS WELD SIZE OPENING " R " " 4 / 1 " A " " H " " A " 3 8" STIFFENER PLATE ABOVE & BELOW OPENING, EA. SIDE OF BEAM WEB - SEE DETAIL NOTES 1/4" TYP. - COORDINATE OPENING REINFORCEMENT WITH ENGINEERS IF ANY OF THE FOLLOWING IS REQUIRED & REINF. IS NOT NOTED ON PLAN: PENETRATION IS LOCATED OUTSIDE THE MIDDLE THIRD OF THE BEAM SPAN. PENETRATION DIMENSION SCHEDULE W-BEAM "A" "H" "W" W14X22 W14X30 W16X45 3" 3" 3" 8" 8" 10" 12" 12" 14" "L" 3" 3" 3 1/2" "R" 5/8" 5/8" 5/8" PENETRATION IS NOT CENTERED IN BEAM DEPTH. BEAM IS NOT A SIMPLE SPAN CONDITION. - STIFFENER PLATE WIDTH SHALL BE A MINIMUM OF: WIDTH ≥ (BEAM FLANGE WIDTH - 2") /2 - NO CONCENTRATED LOADS SHALL BE PLACED ABOVE OPENING. - COORDINATE CLEAR SPACING BETWEEN OPENING WITH ENGINEER IF MORE THAN ONE OPENING IS REQUIRED IN A BEAM. NOTE: 1. 2. 3. 2 3 3 4 5 W10 W12 W14 W16 W18 NOTES: 3/4" 3/4" 3/4" 3/4" 3/4" 1/4" 1/4" 1/4" 1/4" 1/4" W8 & W10 W12 W14 W16 W18 W21 NOTES: 2 3 3 4 5 5 3/4" 3/4" 3/4" 3/4" 3/4" 3/4" 3/8" 3/8" 3/8" 3/8" 3/8" 3/8" 3/16" 3/16" 1/4" 1/4" 1/4" 1/4" 1. 2. 3. 4. 5. 6. 7. REFER TO PART 10 OF THE AISC STEEL CONSTRUCTION MANUAL. CONNECTIONS SHALL BE ALL-BOLTED, BOLTED/WELDED OR ALL-WELDED DOUBLE ANGLE CONNECTIONS. THE CAPACITY OF THE CONNECTION SHALL BE THE LESSER OF THE VALUES GIVEN IN TABLES 10-1, 10-2 AND 10-3. THESE CAPACITIES SHALL NOT EXCEED 50% OF THE MAXIMUM END REACTION GIVEN IN TABLE 3-6 IN PART 3 OF THE AISC MANUAL. BOLTS ARE A325N WITH STANDARD HOLES. ASSUME ELECTRODE STRENGTH TO BE 70 KSI. ALL STANDARD CONNECTIONS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER. REFER TO STEEL NOTES ON THE STRUCTURAL NOTES SHEET & PROJECT SPECIFICATIONS. CONTRACTOR IS RESPONSIBLE IN MEETING OSHA REQUIREMENTS. 1. 2. 3. 4. 5. 6. REFER TO PART 10 OF THE AISC STEEL CONSTRUCTION MANUAL. THE CAPACITY OF THE CONNECTION SHALL BE GIVEN IN TABLE 10-9A. THIS CAPACITY SHALL NOT EXCEED 50% OF THE MAXIMUM END REACTION GIVEN IN TABLE 3-6 IN PART 3 OF THE AISC MANUAL. BOLTS ARE A325N WITH STANDARD HOLES. ASSUME ELECTRODE STRENGTH TO BE 70 KSI. ALL STANDARD CONNECTIONS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER. REFER TO STEEL NOTES ON THE STRUCTURAL NOTES SHEET & PROJECT SPECIFICATIONS. CONTRACTOR IS RESPONSIBLE IN MEETING OSHA REQUIREMENTS. B TYPICAL BEAM PENETRATION DETAIL 1 1 / 2 " = 1 ' - 0 " A TYP W-BEAM TO W- COLUMN SHEAR CONNECTION AT FLANGE & WEB 1 " = 1 ' - 0 " EO F T E T X A S AT S FIDENCIO GONZALEZ P R O F E S 122361 E L I SEC N S I O LN A D N E N G I R E E 11.12.2023 CHECKED BY : JOB # : 23.005 DRAWING BY : CONTACT : FG FG FG ISSUE DESCRIPTION DATE A PERMIT SET 11.12.2023 FRAMING DETAILS S4.01 1 1.1 1.9 2 2 1.9 3'-6 3/4" 22'-11 3/4" 3'-6 5/8" 3'-6 5/8" 22'-11 3/4" SEE PLAN SEE PLAN SEE PLAN CURVED ARM PLATE, SEE PLAN RND PIPE, SEE PLAN RND PIPE, SEE PLAN HSS10X6 ROLLED BM, SEE PLAN ARCH COL., SEE PLAN BASE PLATE, SEE PLAN F O P O T " 2 / 1 6 . P Y T E T A L P E S A B " 2 / 1 1 . P Y T T U O R G " 1 ARCH COL., SEE PLAN BASE PLATE, SEE PLAN CONC. PAVING BY OTHERS NON-SHRINK GROUT (5000PSI), TYP. CONC. FOOTING, SEE PLAN CURVED ARM PLATE, SEE PLAN 1 8" THICK PERFORATED METAL PANELS, SEE PLAN RND PIPE, SEE PLAN RND PIPE, SEE PLAN " 8 / 1 1 - ' 5 2 " 8 / 5 3 - ' 7 T.O. PAVING EL. =SEE PLAN T.O.FTNG. EL. =SEE PLAN CURVED ARM PLATE, SEE PLAN RND PIPE, SEE PLAN HSS10X6 ROLLED BM, SEE PLAN ARCH COL., SEE PLAN F O P O T " 2 / 1 6 . P Y T E T A L P E S A B " 2 / 1 1 . P Y T , T U O R G " 1 CONC. FOOTING (BEYOND), SEE PLAN " 8 / 7 3 - ' 7 13° 1 4 ° " 8 / 5 3 - ' 7 9° 1.1 1 3'-6 3/4" SEE PLAN 1 8" THICK PERFORATED METAL PANELS, SEE PLAN RND PIPE, SEE PLAN " 8 / 1 1 - ' 5 2 " 4 / 3 1 - ' 2 1 ARCH COL., SEE PLAN BASE PLATE, SEE PLAN CONC. PAVING BY OTHERS NON-SHRINK GROUT (5000PSI), TYP. CONC. FOOTING (BEYOND), SEE PLAN 1 3 ° " 8 / 7 3 - ' 7 T.O. PAVING EL. =SEE PLAN T.O.FTNG. EL. =SEE PLAN CONC. FOOTING (BEYOND), SEE PLAN EQUAL EQUAL CONC. FOOTING, SEE PLAN 1 PAVILION ELEVATION - EAST 3 / 8 " = 1 ' - 0 " EQUAL EQUAL EQUAL EQUAL CONC. FOOTING (BEYOND), SEE PLAN EQUAL EQUAL CONC. FOOTING, SEE PLAN 2 PAVILION ELEVATION - WEST 3 / 8 " = 1 ' - 0 " . C L L , g n i r e e n g n E e r u t c u r t i S a m r o F i i f o n o s s m r e p n e t t i r w e h t t u o h t i i w d e t i b h o r p y l t c i r t s s i n o i t c u r t s n o c r e h t o y n a g n n r e c n o c s n a p e s e h t f o n o i t c u d o r p e r r o e s u e h T i l . y t r e p o r p h c u s o t y l l a c i f i c e p s d e t i m j i l s i e s u & e t i s e h t n o t c e o r p e g n s a t c u r t s n o c o t e s u e m i l i t - e n o a o t d e t i m i l & l a n o i t i d n o c e r a s t h g i r s ' r e s a h c r u P . C L L , g n i r e e n g n E e r u i t c u r t S a m r o F f o y t r e p o r p e h t e r a s n o i t a c i f i c e p s & s n a p l i , s g n w a r d , s n g s e d l l i A . d e v r e s e r s t h g i r l l A C L L , I I G N R E E N G N E E R U T C U R T S A M R O F 7 4 7 8 7 X T , I N T S U A , Y A W S E K S 7 1 8 8 I 9 9 1 4 2 - F : o N M R F X T I 0 0 5 1 . 7 7 6 ) 2 1 5 ( : T . M O C X T A A M R O F @ O F N I I S G N R P S E V O D I N O L V A P I l , e n a L o c n a B o a P 1 1 8 5 l 4 4 7 8 7 X T , n i t s u A EO F T E T X A S AT S FIDENCIO GONZALEZ P R O F E S 122361 E L I SEC N S I O LN A D N E N G I R E E 11.12.2023 CHECKED BY : JOB # : 23.005 DRAWING BY : CONTACT : FG FG FG ISSUE DESCRIPTION DATE A PERMIT SET 11.12.2023 FRAME ELEVATIONS S4.02 B A.6 A.1 A 2 1.9 1.1 1 11'-11" 11'-11 1/8" 4'-4 3/8" " 8 / 1 1 - ' 5 2 1 8" THICK PERFORATED METAL PANELS, SEE PLAN CURVED ARM PLATE, SEE PLAN ARCH COL., SEE PLAN BASE PLATE, SEE PLAN CONC. PAVING BY OTHERS NON-SHRINK GROUT (5000PSI), TYP. CONC. FOOTING, SEE PLAN RND PIPE, SEE PLAN ARCH COL., SEE PLAN " 8 / 5 2 - ' 2 1 1 6 ° BASE PLATE, SEE PLAN 18° F O P O T , " 2 / 1 6 . P Y T E T A L P E S A B " 2 / 1 1 . P Y T T U O R G " 1 F O P O T , " 2 / 1 6 . P Y T E T A L P E S A B " 2 / 1 1 . P Y T T U O R G " 1 T.O. PAVING EL. =SEE PLAN T.O.FTNG. EL. =SEE PLAN CURVED ARM PLATE, SEE PLAN RND PIPE, SEE PLAN RND PIPE, SEE PLAN S E I R A V 14° HSS10X6 ROLLED BM, SEE PLAN ARCH COL., SEE PLAN F O P O T " 2 / 1 6 . P Y T E T A L P E S A B " 2 / 1 1 . P Y T , T U O R G " 1 CURVED ARM PLATE, SEE PLAN RND PIPE, SEE PLAN I S G N R P S E V O D I N O L V A P I l , e n a L o c n a B o a P 1 1 8 5 l 4 4 7 8 7 X T , n i t s u A ARCH COL., SEE PLAN BASE PLATE, SEE PLAN CONC. PAVING BY OTHERS NON-SHRINK GROUT (5000PSI), TYP. S E I R A V 10° T.O. PAVING EL. =SEE PLAN T.O.FTNG. EL. =SEE PLAN EQUAL EQUAL EQUAL EQUAL EQUAL EQUAL CONC. FOOTING, SEE PLAN CONC. FOOTING, SEE PLAN EQUAL EQUAL 1 PAVILION ELEVATION - NORTH 3 / 8 " = 1 ' - 0 " 2 PAVILION SECTION 3 / 8 " = 1 ' - 0 " . C L L , g n i r e e n g n E e r u t c u r t i S a m r o F i i f o n o s s m r e p n e t t i r w e h t t u o h t i i w d e t i b h o r p y l t c i r t s s i n o i t c u r t s n o c r e h t o y n a g n n r e c n o c s n a p e s e h t f o n o i t c u d o r p e r r o e s u e h T l i . y t r e p o r p h c u s o t y l l a c i f i c e p s d e t i m j i l s i e s u & e t i s e h t n o t c e o r p e g n s a t c u r t s n o c o t e s u e m i l i t - e n o a o t d e t i m i l & l a n o i t i d n o c e r a s t h g i r s ' r e s a h c r u P . C L L , g n i r e e n g n E e r u i t c u r t S a m r o F f o y t r e p o r p e h t e r a s n o i t a c i f i c e p s & s n a p l i , s g n w a r d , s n g s e d l l i A . d e v r e s e r s t h g i r l l A C L L , I I G N R E E N G N E E R U T C U R T S A M R O F 7 4 7 8 7 X T , I N T S U A , Y A W S E K S 7 1 8 8 I 9 9 1 4 2 - F : o N M R F X T I 0 0 5 1 . 7 7 6 ) 2 1 5 ( : T . M O C X T A A M R O F @ O F N I EO F T E T X A S AT S FIDENCIO GONZALEZ P R O F E S 122361 E L I SEC N S I O LN A D N E N G I R E E 11.12.2023 CHECKED BY : JOB # : 23.005 DRAWING BY : CONTACT : FG FG FG ISSUE DESCRIPTION DATE A PERMIT SET 11.12.2023 FRAME ELEVATIONS S4.03 PALOMA PAVILION - A functional and representational sculpture of the Dove Springs Community Mai Gutierrez – March 8, 2024 COMMUNITY ENGAGEMENT PLAN: Community involvement was fueled with the aid of great community leaders who were kind enough to open their time and minds. Irene Magana-Noverola at the Southeast Library Branch was extremely helpful and generous. We spent a few weeks coordinating a meeting with the task force members and Amado. Due to the large number of people in the group and their busy schedules, it was hard to get everyone together under one roof. Individual meetings were arranged with those available. Frances Acuña from Go Austin Vamos Austin and I shared a coffee chat on a Saturday morning. It was wonderful hearing all the work she puts into GAVA, and everything that she has had to go through to get to where she is. Frances has been emotionally and physically there for her community in a way that most people wouldn’t off er. She reminded me that, much like herself, the community is hardworking, passionate and charitable. Ricardo Zavala from Dove Springs Proud was another community leader that I had the pleasure of having a conversation with. Ricardo was incredibly insightful and recommended that the space be representative of all community members. He opened my eyes to understanding that gentrification is happening quickly; just because a group of people may be predominant now, it will not likely stay that way. A key piece of our conversation was inclusivity. The pavilion should represent and appeal to all community members. Anna Aguirre from the Southeast Combined Neighborhood Plan Contact Team (SCNPCT) extended the invitation to their monthly virtual meeting. Amado and I were able to meet more of the community members and present our ideas to the group. We received excellent feedback, a lot of the members empathized with the military influence on the area. This idea tied back to Ricardo’s advice of inclusivity. Being a military member usually means that you’re surrounded by folks of all different kinds of backgrounds. I was awakened to the work the community puts into what they believe is right. WRITTEN NARRATIVE: When thinking of the pavilion, there were several objectives in mind; functionality, inclusivity, and beauty. The pavilion needs to be first and foremost a place of shelter, where people can shade themselves when attending a soccer game or celebrating one of their kids’ birthdays. Crafting a landmark piece that pays homage to the robust multi-generational and culturally diverse history of the Dove Springs community encapsulating the soul and rich tapestry of its past. It also mai@studiosinfin.com | 4909 Hilldale Dr. Austin, TX 78723 | 512.743.8645 | www.studiosinfin.com needed to appeal to every single community member, no matter their history, ethnicity, gender, or age. The pavilion needs to be beautiful and inspiring, allowing its visitors to be proud of what it represents. The conversations with the community leaders raised words such as passionate, committed, inclusive, inspiring and creative. The pavilion is an abstract interpretation of a dove’s flight. Perforated metal panels reminiscent of the doves’ wings will be layered over a structural frame in a way that allows for light to come though. When viewed from below two wings span the length of the pavilion. The wings create movement and repetition, embodying an inviting, nurturing, and compassionate sanctuary, symbolizing a haven of safety and well-being. Maintenance should be relatively simple and sporadic. The pavilion is composed of 1/8" metal panels, 3/4" thick metal plate arms, HSS 8x8x3/8 metal structural members, HSS 8"x3/8" round metal column, 3" standard metal pipe (3.5" O.D.), 6.5" metal base plate, and LED light strips. Previous to erecting, the pavilion will be blasted to SP-6, then primed with PPG Amerlock 600 Epoxy Primer @ 4 mils D.F.T., and finished with PPG Durethane Polyurethane Color: TBD @ 2-3 mils D.F.T. Any chipping that may occur during the pavilion’s lifespan can be touched up in the field using the same PPG Durethane Polyurethane Color. A power washer can be used to clean the structure as needed. Lighting fixtures are wet rated and suitable for exterior. They have a five-year warranty, and can be replaced throughout the lifespan of the pavilion, as needed. See attached specifications and S1.01 in construction documents. CONSERVATION REPORT: See attached. MAINTENANCE PLAN: ITEMIZED BUDGET: See estimate attached. Design fees - $20,157 Structural fees - $5,300 Fab & Install - $99,543 TOTAL - $125,000 (additional $15,000 granted by Health Facility Design Team) mai@studiosinfin.com | 4909 Hilldale Dr. Austin, TX 78723 | 512.743.8645 | www.studiosinfin.com UPDATED SCHEDULE: October - Kickoff meeting Dec/Jan/Feb – Community engagement January – Proposal development and stakeholder reviews Feb/March/April – schematic design development June – Mid Design presentation to AIPP Panel July/Aug/Sept/Nov – Final Design, conservation review, stakeholder approvals December - Final Design presentation to AIPP Panel April – Revised Final Design presentation to AIPP Panel May/June/July - Fabrication August/September – Installation and project close out 2022 2023 2024 mai@studiosinfin.com | 4909 Hilldale Dr. Austin, TX 78723 | 512.743.8645 | www.studiosinfin.com AISC Certified Fabricator (SBD) AISC Advanced Certified Steel Erector (ACSE) 3023 Hwy 290 West Dripping Springs, TX 78620 Phone 512-858-9100 Fax 512-858-9108 PATRIOT ERECTORS, LLC November 27, 2023 Dove Springs Canopy Austin, Texas Attn: Re: Mai Gutierrez Dove Springs Shade Canopy Conceptual Budget Steel Fabrication and Installation Proposal PEI Quote #23-NOV Dove Springs Rev 1 Rev 2 Rev 3 12-Dec-23 Revised Column Sizes; credit top coat 15-Dec-23 Revised HSS Sizes at Columns and Headers 29-Jan-24 SD Drawing dated 1/25/24 Patriot Erectors, Inc. proposes to FURNISH and INSTALL the following items per plans and specifications for the above referenced project. Exclusions and conditions will follow the scope of Inclusions. Drawings: Conceptual Drawings- Plate Arm Concept; Straight Columns INCLUSION ITEMS: QTY UNIT FINISH BUDGET PRICING TOTAL FOB MATERIALS Permit Set (R3) $ 69,200.00 F1 F2 F3 F4 F5 E1 E2 E3 E4 E5 E6 FABRICATION ITEMS Detailing and Delegated Connection Design (Reactions by EOR) HSS Primary Columns- HSS 8x8x3/8 Longitudinal Supports-HSS 8x8x3/8 Plate Arms and 4" Pipe Perimeter/Bridging SUBTOTAL FABRICATION (1 CANOPY) Add for Perforated Panels (FOB Jobsite (Approx 900 SF) INSTALLATION ITEMS: Erection Stability and Bracing Plan Project Mobilization Install and Temporarily Support Primary Columns Pre-Assemble Wing Frames to Center Truss; Field Weld Erect Shade Assembly and Affix to Columns Field Touch up of Paint (Delete - by Others) SUBTOTAL ERECTION (1 CANOPY) Add for Mesh or Plate Installation 1 0.85 2.5 3.9 1 1 1 2 2 1 1 1 LS Tons Tons Tons LS LS LS EA EA LS LS LS N/A SP2/SP3 and Shop Coat SP2/SP3 and Shop Coat SP2/SP3 and Shop Coat Mesh or Steel Perf $ $ $ $ $ $ 2,500.00 4,100.00 22,400.00 32,500.00 61,500.00 7,700.00 N/A N/A N/A N/A N/A PPG 2-Coat System STEEL 767.00 2,560.60 1,080.00 11,230.00 7,815.00 $ $ $ $ $ $ - $ $ 23,452.60 6,890.00 TOTAL INSTALLATION ONLY Permit Set $ 30,342.60 TOTAL FABRICATION AND ERECTION- ONE CANOPY Permit Set (R3) $ 99,542.60  EXHIBIT F – Conservator Review Form Conservation Review Form CITY OF AUSTIN ART IN PUBLIC PLACES Information captured in this form will help expedite the conservation review process, which aims to address the following considerations: 1) Materials Durability: includes site-preparation materials, paints, and anti-graffiti coatings. 2) Methods Durability: includes elevation from ground, balance, proximity to moisture, exposure to water or sun, and overall design weighting. 3) Maintenance Needs: includes how often the artwork needs cleaning, what type of cleaning, and the propensity of materials to develop mold, rust, or other damage over time. 4) Site Preparation: includes wall preparation (for murals) or base (for sculptures) and any materials necessary for preparing the site. 5) Installation Safety: includes how the artwork can be safely installed (using the proposed final design). Artist(s): Phone: Email: Title of Project/Title of Work: AIPP Project Manager: Date: Assuming best maintenance practices, what is the life expectancy of this work? List ALL materials and components used in the creation of this piece: For any commercial products used, attach the manufacturer’s specs: Rev. Jan 2013 Page | 1 EXHIBIT F – Conservator Review Form Describe any coatings or sealants used: Provide contact information for the fabricator(s) and a description of their services on this project: Describe the methods and/or processes used in fabrication, in order of their use in the artwork: Describe the installation site and method: Describe any required maintenance procedures: Y Y Y N N N Architect’s or Engineer’s drawings attached Material samples attached Images of site or site drawings attached Rev. Jan 2013 Page | 2 PRODUCT DATA SHEET November 3, 2023 (Revision of March 20, 2023) AMERLOCK® 600 DESCRIPTION Two-component, high-build, multipurpose polyamide cured epoxy coating PRINCIPAL CHARACTERISTICS • Multi-purpose, self-priming epoxy • Compatibility with a wide range of substrates and surface preparations • Suitable for use as an intermediate coat over zinc-rich primers • Class A slip resistance for high strength bolted connections COLOR AND GLOSS LEVEL • Buff Brown, Light Tint, Neutral Tint, Pearl Gray, White • Semi-gloss Note: Epoxy coatings will chalk and fade upon exposure to sunlight, elevated temperatures, or chemical exposure. Discoloration and normal chalking do not impact performance. Light colors will darken over time. Some batch-to-batch variation in color is to be expected. Color matches are approximate. BASIC DATA AT 77°F (25°C) Data for mixed product Number of components Two Mass density Volume solids VOC (Supplied) 1.6 kg/l (13.4 lb/US gal) 73 ± 2% max. 2.0 lb/US gal (approx. 240 g/l) Recommended dry film thickness 5.0 - 10.0 mils (125 - 250 µm) depending on system Theoretical spreading rate 234 ft²/US gal for 5.0 mils (5.7 m²/l for 125 µm) Shelf life Base: at least 24 months when stored cool and dry Hardener: at least 36 months when stored cool and dry Notes: - See ADDITIONAL DATA – Overcoating intervals - See ADDITIONAL DATA – Curing time - Color will drift at elevated temperatures - Intermittent temperature resistance should be less than 5% of the time, and a maximum of 24 hours. Intermittent temperatures should be considered 300°F (149°C) and continuous 250°F(120°C) - Mass density varies with color - Recommended dry film thickness: May be applied at 3.0 - 10.0 mils (75-250 µm) as an intermediate when part of multi-coat system Ref. P708 Page 1/7 PRODUCT DATA SHEET November 3, 2023 (Revision of March 20, 2023) AMERLOCK® 600 RECOMMENDED SUBSTRATE CONDITIONS AND TEMPERATURES • Coating performance is, in general, proportional to the degree of surface preparation • Abrasive blasting is usually the most effective and economical method. When this is impossible or impractical, coating can be applied over mechanically cleaned surfaces • All surfaces must be clean, dry and free of all contaminants, including salt deposits. Contact PPG for maximum allowable salt contaminant levels Mild steel • Coating performance is directly proportional to the degree of surface preparation. For highest performance and service lifetime, prepare the steel substrate by abrasive blasting in accordance with SSPC-SP 6, 10, or 5. If abrasive blasting is not possible or practical, one of the following methods may be utilized: SSPC SP-2, 3, 7, 11, or 15. Ultra-high pressure water-jetting to SSPC SP WJ-2(L) / NACE WJ-2(L) or better is also acceptable on steel substrates that have been previously abrasive blasted. The choice of surface preparation will depend on the system selected and end-use service conditions. Select the highest practical level of surface preparation for maximum performance. Concrete • Remove grease, oil and other penetrating contaminants according to ASTM D4258 • Abrade surface per ASTM D-4259 to remove all efflorescence and laitance, to expose subsurface voids, and to provide a surface roughness equivalent of 60 grit sandpaper or coarser • Maximum recommended moisture transmission rate is 3 lbs / 1,000 ft2 / 24 hours by moisture transmission test (ASTM F1869, calcium chloride test or by ASTM D4263, plastic sheet test) • Alternatively, ASTM D4944 (Calcium Carbide Gas method) can be used, moisture content should not exceed 4% Non-ferrous metals and galvanized • Abrasive blast in accordance with SSPC SP-16 guidelines to achieve a uniform and dense 1.5-4.0 mils (38 – 100 µm) anchor profile. Size and hardness of abrasive should be adjusted as necessary based on the hardness of the substrate Aged coatings • All surfaces must be clean, dry, tightly bonded and free of all loose paint, corrosion products or chalky residue • Abrade surface, or clean with PREP 88. This product is compatible over most types of properly applied and tightly adhering coatings, however, a test patch is recommended to confirm compatibility Repair • Prepare damaged areas to original surface preparation specifications, feathering edges of intact coating. Thoroughly remove dust or abrasive residue before touch-up. Ref. P708 Page 2/7 PRODUCT DATA SHEET November 3, 2023 (Revision of March 20, 2023) AMERLOCK® 600 Substrate temperature and application conditions • Substrate temperature during application should be between 35°F (2°C) and 122°F (50°C) • Ambient temperature during application and curing should be between 35°F (2°C) and 122°F (50°C) • Relative humidity during application should not exceed 85% Note: When using PPG 861 (Amercoat 861), substrate and ambient temperature should be 20°F during application. SYSTEM SPECIFICATION • Primers: Direct to substrate; DIMETCOTE Series, AMERCOAT 68HS • Topcoats: PPG PMC Polyurethanes and Polysiloxanes INSTRUCTIONS FOR USE Mixing ratio by volume: base to hardener 50:50 (1:1) • Pre-mix both base and hardener components with a pneumatic air mixer at moderate speeds to homogenize the container. Add hardener to base and agitate with a power mixer for 1–2 minutes until completely dispersed Induction time Mixed product induction time Mixed product temperature Below 60°F (16°C) 77°F (25°C) 90°F (32°C) Induction time 30 minutes 20 minutes 15 minutes Ref. P708 Page 3/7 PRODUCT DATA SHEET November 3, 2023 (Revision of March 20, 2023) AMERLOCK® 600 Pot life 4 hours at 70°F (21°C) Note: See ADDITIONAL DATA – Pot life Application • Area should be sheltered from airborne particulates and pollutants • Avoid combustion gases or other sources of carbon dioxide that may promote amine blush and ambering of light colors • Ensure good ventilation during application and curing • Provide shelter to prevent wind from affecting spray patterns Material temperature Material temperature during application should be between 50°F (10°C) and 90°F (32°C) Recommended thinner THINNER 91-92 for global, THINNER 21-06 (AMERCOAT 65) or THINNER 21-25 (AMERCOAT 101) for above 90°F (32°C) in US and Canada Air spray • Use standard conventional equipment Volume of thinner 0 - 10% Nozzle orifice Approx. 0.070 in (1.8 mm) Airless spray • 45:1 pump or larger • Can be applied with plural component equipment • Hoses should normally be kept as short as possible Recommended thinner THINNER 91-92 for global, THINNER 21-06 (AMERCOAT 65) or THINNER 21-25 (AMERCOAT 101) for above 90°F (32°C) in US and Canada Volume of thinner 0 - 5%, depending on required thickness and application conditions Nozzle orifice 0.017 – 0.019 in (approx. 0.43 – 0.48 mm) Ref. P708 Page 4/7 PRODUCT DATA SHEET November 3, 2023 (Revision of March 20, 2023) AMERLOCK® 600 Brush/roller • Use a high quality natural bristle brush and/or solvent resistant, 3/8" nap roller. Ensure brush/roller is well loaded to avoid air entrainment. Multiple coats may be necessary to achieve adequate film-build Recommended thinner THINNER 91-92 for global, THINNER 21-06 (AMERCOAT 65) or THINNER 21-25 (AMERCOAT 101) for above 90°F (32°C) in US and Canada Volume of thinner 0 – 10% Cleaning solvent THNNER 90-53, THINNER 90-58 (AMERCOAT 12) OR THINNER 21-06 (AMERCOAT 65) Overcoating interval for DFT up to 75 µm (3.0 mils) Overcoating with... Interval 40°F (4°C) 77°F (25°C) itself / topcoat Minimum Maximum 8 hours 4 hours 2 hours 12 months 12 months 12 months Overcoating interval for DFT up to 200 µm (8.0 mils) Overcoating with... Interval 40°F (4°C) 77°F (25°C) itself Minimum Maximum 16 hours 4 hours 2 hours 12 months 12 months 12 months 100°F (38°C) 100°F (38°C) Notes: - For overcoating data at 35°F (2°C), follow times noted for 40°F (4°C) in Overcoating Interval Table. - Dry times are dependent on air and surface temperatures as well as film thickness, ventilation, and relative humidity. Maximum recoating time is highly dependent upon actual surface temperatures – not simply air temperatures. Surface temperatures should be monitored, especially with sun-exposed or otherwise heated surfaces. Higher surface temperatures shorten the maximum recoat window - Surface must be clean and dry. Any contamination must be identified and removed. Particular attention must be paid to surfaces exposed to sunlight where chalking may be present. It is advisable to prepare the surface to the highest degree possible; however, a minimum of SSPC SP1 is required. PPG Technical Service can advise on suitable cleaning methods. If maximum recoat/topcoat time is exceeded, then roughen surface. - PPG 861 (Amercoat 861) accelerator recommended for temperatures below 35°F. Ref. P708 Page 5/7 PRODUCT DATA SHEET November 3, 2023 (Revision of March 20, 2023) AMERLOCK® 600 Curing time for DFT up to 75 µm (3.0 mils) Substrate temperature Dry to touch Dry to handle Full cure 35°F (2°C) 77°F (25°C) 100°F (38°C) 4 hours 1.5 hours 1 hour 48 hours 7 hours 2.5 hours 14 days 6 days 4 hours Curing time for DFT up to 200 µm (8.0 mils) Substrate temperature Dry to touch Dry to handle Full cure 35°F (2°C) 77°F (25°C) 100°F (38°C) 5 hours 2 hours 1.5 hours 52 hours 8 hours 4.5 hours 14 days 6 days 4 days Notes: - Adequate ventilation must be maintained during application and curing (please refer to INFORMATION SHEETS 1433 and 1434) - PPG 861 (Amercoat 861) accelerator recommended for temperatures below 35°F. - Please contact your PPG representative for further details - At temperatures < 60°F PPG 861 (Amercoat 861) accelerator (1 pint per 5 gallons) will reduce full curing time by approximately half (US supply only). Pot life (at application viscosity) Mixed product temperature Pot life 50°F (10°C) 77°F (25°C) 100°F (38°C) 6 hours 4 hours 2 hours Note: PPG 861 (Amercoat 861) accelerator (1 pint per 5 gallons) will reduce pot life by approximately half (US supply only) Product Qualifications • Compliant with USDA Incidental Food Contact Requirements • MPI Category #101,108 and 120 • NFPA Class A for Flame Spread and Smoke Development • Qualified for Class A Slip Resistance per the Research Council on Structural Connections, Appendix A SAFETY PRECAUTIONS • For paint and recommended thinners see INFORMATION SHEETS 1430, 1431 and relevant Material Safety Data Sheets • This is a solvent-borne paint and care should be taken to avoid inhalation of spray mist or vapor, as well as contact between the wet paint and exposed skin or eyes Ref. P708 Page 6/7 PRODUCT DATA SHEET November 3, 2023 (Revision of March 20, 2023) AMERLOCK® 600 WORLDWIDE AVAILABILITY REFERENCES TOXIC HAZARD WARRANTY Buyer from recovery under this warranty. LIMITATIONS OF LIABILITY It is always the aim of PPG Protective and Marine Coatings to supply the same product on a worldwide basis. However, slight modification of the product is sometimes necessary to comply with local or national rules/circumstances. Under these circumstances an alternative product data sheet is used. • CONVERSION TABLES • EXPLANATION TO PRODUCT DATA SHEETS • SAFETY INDICATIONS • SAFETY IN CONFINED SPACES AND HEALTH SAFETY, EXPLOSION HAZARD – INFORMATION SHEET INFORMATION SHEET INFORMATION SHEET INFORMATION SHEET 1410 1411 1430 1431 PPG warrants (i) its title to the product, (ii) that the quality of the product conforms to PPG’s specifications for such product in effect at the time of manufacture and (iii) that the product shall be delivered free of the rightful claim of any third person for infringement of any U.S. patent covering the product. THESE ARE THE ONLY WARRANTIES THAT PPG MAKES AND ALL OTHER EXPRESS OR IMPLIED WARRANTIES, UNDER STATUTE OR ARISING OTHERWISE IN LAW, FROM A COURSE OF DEALING OR USAGE OF TRADE, INCLUDING WITHOUT LIMITATION, ANY OTHER WARRANTY OF FITNESS FOR A PARTICULAR PURPOSE OR USE, ARE DISCLAIMED BY PPG. Any claim under this warranty must be made by Buyer to PPG in writing within five (5) days of Buyer’s discovery of the claimed defect, but in no event later than the expiration of the applicable shelf life of the product, or one year from the date of the delivery of the product to the Buyer, whichever is earlier. Buyer’s failure to notify PPG of such non-conformance as required herein shall bar IN NO EVENT WILL PPG BE LIABLE UNDER ANY THEORY OF RECOVERY (WHETHER BASED ON NEGLIGENCE OF ANY KIND, STRICT LIABILITY OR TORT) FOR ANY INDIRECT, SPECIAL, INCIDENTAL, OR CONSEQUENTIAL DAMAGES IN ANY WAY RELATED TO, ARISING FROM, OR RESULTING FROM ANY USE MADE OF THE PRODUCT. The information in this sheet is intended for guidance only and is based upon laboratory tests that PPG believes to be reliable. PPG may modify the information contained herein at any time as a result of practical experience and continuous product development. All recommendations or suggestions relating to the use of the PPG product, whether in technical documentation, or in response to a specific inquiry, or otherwise, are based on data, which to the best of PPG’s knowledge, is reliable. The product and related information is designed for users having the requisite knowledge and industrial skills in the industry and it is the end-user’s responsibility to determine the suitability of the product for its own particular use and it shall be deemed that Buyer has done so, as its sole discretion and risk. PPG has no control over either the quality or condition of the substrate, or the many factors affecting the use and application of the product. Therefore, PPG does not accept any liability arising from any loss, injury or damage resulting from such use or the contents of this information (unless there are written agreements stating otherwise). Variations in the application environment, changes in procedures of use, or extrapolation of data may cause unsatisfactory results. This sheet supersedes all previous versions and it is the Buyer’s responsibility to ensure that this information is current prior to using the product. Current sheets for all PPG Protective & Marine Coatings Products are maintained at www.ppgpmc.com. The English text of this sheet shall prevail over any translation thereof. Available in 2-gallon and 5-gallon kits; (2-gallon kits have 1 full gallon of base and 1 full gallon of hardener, 5 gallon kits have 2.5- gallons of base and 2.5-gallons of hardener) Product code Description AK600-1 AK600-T2 AK600-T3 AK600-23 AK600-3 AK600-B Buff Brown Base Light Tint Base Neutral Tint Base Pearl Gray Base White Base Hardener The PPG logo, and all other PPG marks are property of the PPG group of companies. All other third-party marks are property of their respective owners. Ref. P708 Page 7/7 PRODUCT DATA SHEET May 29, 2020 (Revision of February 20, 2020) DURETHANE™ DTM | 95-3300 SERIES DESCRIPTION Two-component, DTM urethane mastic PRINCIPAL CHARACTERISTICS • Direct-to-metal application, including tightly adhering rust • Low VOC • Excellent color and gloss retention • Easy to apply by spray, roller and brush • • Meets SSPC Paint 36 Level 3 • Contains no organic HAPs Infinite color capability COLOR AND GLOSS LEVEL • Standard Color Offering, Safety Colors, Custom Colors • Gloss BASIC DATA AT 68°F (20°C) Data for mixed product Number of components Volume solids VOC (Supplied) Two 65 ± 2% max. 2.0 lb/US gal (approx. 241 g/l) Recommended dry film thickness 3.0 - 5.0 mils (75 - 125 µm) depending on system Theoretical spreading rate 348 ft²/US gal for 3.0 mils (8.7 m²/l for 75 µm) Shelf life Base: at least 36 months when stored cool and dry Hardener: at least 36 months when stored cool and dry Notes: - See ADDITIONAL DATA – Overcoating intervals - See ADDITIONAL DATA – Curing time - Certain colors may be offered for specifications which require 4.0 – 6.0 mils (100 – 150 µm) dry film tickness. Please contact your PPG representative for details RECOMMENDED SUBSTRATE CONDITIONS AND TEMPERATURES • Coating performance is proportional to the degree of surface preparation. Refer to the application instructions for specifc primers and intermediate coats for application and curing procedures. Ensure epoxies are free from amine blush prior to overcoating. All previous coats must dry and free of contaminants. Adhere to all minimum and maximum topcoat times for specific primers and intermediate coats. Aged epoxy coatings require abrading prior to applying the product. A test patch over unknown coatings is recommended. Ref. P163 Page 1/7 PRODUCT DATA SHEET May 29, 2020 (Revision of February 20, 2020) DURETHANE™ DTM | 95-3300 SERIES Steel • Remove weld spatter, protrusions, and laminations in steel • Remove all surface contaminants, oil and grease in accordance with SSPC SP-1 • Abrasive blast with an angular abrasive to an SSPC SP-6 or SP-10 cleanliness for optimum performance. Achieve a surface profile of 1.5 – 3.0 mils (38 – 75 µm) • For maintenance and repair in atmospheric service, the product can be applied over surfaces prepared in accordance with SSPC SP-2 or SSPC SP-3 (hand and power tool cleaning). • Apply an epoxy or zinc rich primer for agressive service environments Concrete • Remove all surface contaminants such as oil, grease, and embedded chemicals • Abrade the surface per ASTM D4259 to remove all chalk and surface glaze or laitance • Use a suitable epoxy to prime the concrete. Refer to primer data sheet for further surface preparation details Non-ferrous metals • Lightly abrasive blast or mechanically abrade in accordance with SSPC SP-16 to achieve a uniform and dense 1.5 – 4.0 mil anchor profile • Apply an epoxy primer for aggressive environments Stainless steel • Abrasive blast with a hard angular abrasive to achieve a uniform and dense anchor profile of 1.5 – 3.0 mils (38 – 75 µm) • Apply an epoxy primer for aggressive environments Aged coatings and repairs • Ensure the coating system is sound and well adhered • Do not apply over acrylic coatings or coatings that exhibit poor solvent resistance • A test patch is recommended to determine compatibility and adhesion • Sweep blast or otherwise thoroughly abrade the existing coating in accordance with SSPC SP-7 • Alternately, PREP 88 may be used to prepare some existing coatings. Please refer to PREP 88 data sheet for details • Feather the edges of tightly adhered, intact coatings at the perimeter of repair areas • Power tool clean the existing steel in accordance with SSPC SP-3 (atmospheric service) Substrate temperature and application conditions • Surface temperature during application should be between 20°F (-7°C) and 130°F (54°C) • Surface temperature during application should be at least 5°F (3°C) above dew point • Ambient temperature during application and curing should be between 20°F (-7°C) and 100°F (38°C) • Relative humidity during application and curing should not exceed 85% Ref. P163 Page 2/7 PRODUCT DATA SHEET May 29, 2020 (Revision of February 20, 2020) DURETHANE™ DTM | 95-3300 SERIES Warning Removal of old paint by sanding, scraping or other means may generate dust or fumes which contain lead. EXPOSURE TO LEAD DUST OR FUMES MAY CAUSE ADVERSE HEALTH EFFECTS, ESPECIALLY IN CHILDREN OR PREGNANT WOMEN. Controlling exposure to lead or other hazardous substances requires the use of proper protective equipment, such as a properly fitted and approved (e.g., NIOSHapproved) respirator and proper containment and cleanup. For additional information, contact the USEPA/Lead Information Hotline at 1-800-424-LEAD or the regional Health Canada office INSTRUCTIONS FOR USE Mixing ratio by volume: base to hardener 83:17 • Pre-mix pigmented components with a pneumatic air mixer at moderate speeds to homogenize the container. Add hardener to base and agitate with a power mixer for 1–2 minutes until completely dispersed Pot life 3 hours at 70°F (21°C) Note: See ADDITIONAL DATA – Pot life Application • Area should be sheltered from airborne particulates and pollutants • Ensure good ventilation during application and curing • Provide shelter to prevent wind from affecting spray patterns • Protect from moisture until dry through time is reached Material temperature Material temperature during application should be between 40°F (4°C) and 90°F (32°C) Air spray • A moisture and oil trap in the main line is essential. Product is sensitive to moisture contamination Volume of thinner 0 - 10% Nozzle orifice Approx. 0.070 in (1.8 mm) Ref. P163 Page 3/7 PRODUCT DATA SHEET May 29, 2020 (Revision of February 20, 2020) DURETHANE™ DTM | 95-3300 SERIES Airless spray • 28:1 pump or larger Volume of thinner 0 - 10% Nozzle orifice 0.013 – 0.015 in (approx. 0.33 – 0.38 mm) Nozzle pressure 10.3 - 17.2 MPa (approx. 104 - 173 bar; 1500 - 2500 p.s.i.) Brush/roller • Use a high quality natural bristle brush and/or solvent resistant, 1/4" or 3/8" nap roller. Ensure brush/roller is well loaded to avoid air entrainment. Multiple coats may be necessary to achieve adequate film-build • AMERCOAT 851 flow control additive can be used to for enhanced flow and leveling with brush and roll application Recommended thinner PPG THINNER 21-85 (97-739) (to maintain less than 250 g/L), PPG THINNER 50-48 (97-735) (normal brush, roll, or spray), PPG THINNER 91-30 (97-730) or PPG THINNER 21-06 (97-727) (spray), PPG THINNER 91-31 (97-734) (brush and roll); use PPG THINNER 50-63 (97-736) with PPG THINNER 50-48 (97-735) for increased conductivity Volume of thinner 0 – 5% Cleaning solvent PPG THINNER 90-58 (AMERCOAT 12 CLEANER) ADDITIONAL DATA Overcoating interval for DFT up to 3.0 mils (75 µm) Overcoating with... Interval 50°F (10°C) 70°F (21°C) 90°F (32°C) itself Minimum Maximum 18 hours 9 hours 4 hours Unlimited Unlimited Unlimited Overcoating interval with 97-722 accelerator for DFT up to 3.0 mils (75 µm) Overcoating with... Interval 20°F (-7°C) 30°F (-1°C) 40°F (4°C) 50°F (10°C) 70°F (21°C) 90°F (32°C) itself Minimum 12 hours 8 hours 4 hours 2 hours 1 hour less than 1 hour Maximum Unlimited Unlimited Unlimited Unlimited Unlimited Unlimited Ref. P163 Page 4/7 PRODUCT DATA SHEET May 29, 2020 (Revision of February 20, 2020) DURETHANE™ DTM | 95-3300 SERIES Curing time for DFT up to 3.0 mils (75 µm) Substrate temperature Dry to touch Dry to handle 50°F (10°C) 70°F (21°C) 90°F (32°C) 3 hours 2 hours 1 hour 18 hours 9 hours 4 hours Curing time with 97-722 accelerator for DFT up to 3.0 mils (75 µm) Substrate temperature Dry to touch Dry to handle 1 hour less than 1 hour less than 1 hour 15 minutes 4 hours 2 hours 1 hour less than 1 hour Pot life (at application viscosity) Mixed product temperature Pot life Pot life (at application viscosity): with 97-722 accelerator Mixed product temperature Pot life 5 hours 3 hours 1.5 hours 1.5 hours 1 hour 30 minutes 40°F (4°C) 50°F (10°C) 70°F (21°C) 90°F (32°C) 50°F (10°C) 70°F (21°C) 90°F (32°C) 50°F (10°C) 70°F (21°C) 90°F (32°C) Product Qualifications • SSPC Paint 36 Level 3 Performance DISCLAIMER • For industrial or professional use only SAFETY PRECAUTIONS • For paint and recommended thinners see INFORMATION SHEETS 1430, 1431 and relevant Material Safety Data Sheets • This is a solvent-borne paint and care should be taken to avoid inhalation of spray mist or vapor, as well as contact between the wet paint and exposed skin or eyes Ref. P163 Page 5/7 PRODUCT DATA SHEET May 29, 2020 (Revision of February 20, 2020) DURETHANE™ DTM | 95-3300 SERIES Danger Rags, steel wool or waste soaked with this product may spontaneously catch fire if improperly discarded. Immediately after use, place rags, steel wool or waste in a sealed water-filled metal container. Refer to www.pittsburghpaints.com, Spontaneous Combustion Advisory for additional information WORLDWIDE AVAILABILITY It is always the aim of PPG Protective and Marine Coatings to supply the same product on a worldwide basis. However, slight modification of the product is sometimes necessary to comply with local or national rules/circumstances. Under these circumstances an alternative product data sheet is used. • CONVERSION TABLES • EXPLANATION TO PRODUCT DATA SHEETS • SAFETY INDICATIONS • SAFETY IN CONFINED SPACES AND HEALTH SAFETY, EXPLOSION HAZARD – INFORMATION SHEET INFORMATION SHEET INFORMATION SHEET INFORMATION SHEET 1410 1411 1430 1431 PPG warrants (i) its title to the product, (ii) that the quality of the product conforms to PPG’s specifications for such product in effect at the time of manufacture and (iii) that the product shall be delivered free of the rightful claim of any third person for infringement of any U.S. patent covering the product. THESE ARE THE ONLY WARRANTIES THAT PPG MAKES AND ALL OTHER EXPRESS OR IMPLIED WARRANTIES, UNDER STATUTE OR ARISING OTHERWISE IN LAW, FROM A COURSE OF DEALING OR USAGE OF TRADE, INCLUDING WITHOUT LIMITATION, ANY OTHER WARRANTY OF FITNESS FOR A PARTICULAR PURPOSE OR USE, ARE DISCLAIMED BY PPG. Any claim under this warranty must be made by Buyer to PPG in writing within five (5) days of Buyer’s discovery of the claimed defect, but in no event later than the expiration of the applicable shelf life of the product, or one year from the date of the delivery of the product to the Buyer, whichever is earlier. Buyer’s failure to notify PPG of such non-conformance as required herein shall bar IN NO EVENT WILL PPG BE LIABLE UNDER ANY THEORY OF RECOVERY (WHETHER BASED ON NEGLIGENCE OF ANY KIND, STRICT LIABILITY OR TORT) FOR ANY INDIRECT, SPECIAL, INCIDENTAL, OR CONSEQUENTIAL DAMAGES IN ANY WAY RELATED TO, ARISING FROM, OR RESULTING FROM ANY USE MADE OF THE PRODUCT. The information in this sheet is intended for guidance only and is based upon laboratory tests that PPG believes to be reliable. PPG may modify the information contained herein at any time as a result of practical experience and continuous product development. All recommendations or suggestions relating to the use of the PPG product, whether in technical documentation, or in response to a specific inquiry, or otherwise, are based on data, which to the best of PPG’s knowledge, is reliable. The product and related information is designed for users having the requisite knowledge and industrial skills in the industry and it is the end-user’s responsibility to determine the suitability of the product for its own particular use and it shall be deemed that Buyer has done so, as its sole discretion and risk. PPG has no control over either the quality or condition of the substrate, or the many factors affecting the use and application of the product. Therefore, PPG does not accept any liability arising from any loss, injury or damage resulting from such use or the contents of this information (unless there are written agreements stating otherwise). Variations in the application environment, changes in procedures of use, or extrapolation of data may cause unsatisfactory results. This sheet supersedes all previous versions and it is the Buyer’s responsibility to ensure that this information is current prior to using the product. Current sheets for all PPG Protective & Marine Coatings Products are maintained at www.ppgpmc.com. The English text of this sheet shall prevail over any translation thereof. REFERENCES TOXIC HAZARD WARRANTY Buyer from recovery under this warranty. LIMITATIONS OF LIABILITY AVAILABILITY Packaging 1-gallon and 5-gallon kits Ref. P163 Page 6/7 PRODUCT DATA SHEET May 29, 2020 (Revision of February 20, 2020) DURETHANE™ DTM | 95-3300 SERIES Product codes Description Neutral base* White base* Yellow base* Red base* Black** Hardener 95-3300 95-3301 95-3302 95-3303 95-3314 95-339 Notes: - - * Tintable with PERFORMACOLOR 4257-line tints ** Do not tint The PPG logo, and all other PPG marks are property of the PPG group of companies. All other third-party marks are property of their respective owners. Ref. P163 Page 7/7 Fully encapsulated flexible micro-fixture with up/down and side bending capabilities 60% smaller than Q-Tran's standard fixture (KURV) Perfect for not only indoor use but also as outdoor accent lighting where the fixture is visible Features a 9" bending radius and seven different mounting hardware options to ensure our product fits any design need 7 8 9 10 11 12 WIRE INPUT/ OUTPUT CONNECTOR/ WIRE IN CONNECTOR/ WIRE OUT END CAPS LENGTH (IN) EXACT/ OPTIMAL 1 PRODUCT 2 MOUNTING 3 RATED 4 CCT 5 WATTAGE DRY IP20 WET IP67 RGB 4.0 4.0W-SO SO: Standard Output ANYBEND™ RGB Flexible Fixtures - Q-CAP 1 2 PRODUCT MOUNTING 3 RATED ANBD-RGB 4 CCT RGB WATTAGE 5 4.0 6 LENS Sample Part Number: ANBD-RGB-PPS-2-DRY-RGB-4.0-ENC/TL-P1A-BW-BW-N/A-48"-E ANBD-RGB See last page for compatible power supplies. PPS-2 PPS-96 PPS-FT PPS-LP-2 PPS-LP-FT PPS-LP-96 WSC PVC Clip PVC Channel PVC Channel Custom Length PVC Low Profile Clip PVC Low Profile Channel Custom Length PVC Low Profile Channel White Snug Clip White snug clip only for indirect cove use, not intended for hanging fixtures upside down. PPS mounting clip recommended for seamless applications. RGB CON6/CON24 does not fit in PPS wireway ENC/CL Encapsulated in Clear ENC/TL Encapsulated in Translucent S1A Single 1 (Input only) - End Feed S1B Single 1 (Input only) - End Feed For representation of LED visibility, see Diode Visibility section on following pages 6 LENS 7 WIRE INPUT/OUTPUT CONNECTOR/WIRE IN CONNECTOR/WIRE OUT 8 Bare Wire (Standard 24") BW CON6 Connector 6" CON24 Connector 24" Connector/Wire In not needed to specify product. Typical selection is BW. BW: Standard length is 24", Max length is 120". Request custom length by writing in part number next to BW (example: BW48) 9 N/A Closed End (No feed) Bare Wire (Standard 24") BW CON6 Connector 6" CON24 Connector 24" Connector/Wire In not needed to specify product. Typical selection is BW. BW: Standard length is 24", Max length is 120". Request custom length by writing in part number next to BW (example: BW48) Bare Wire (Standard 24") BW CON6 Connector 6" CON24 Connector 24" Connector/Wire Out not needed to specify product. Typical selection is N/A or BW. BW: Standard length is 24", Max length is 120". Request custom length by writing in part number next to BW (example: BW48) P1A Pass Through 1 (Input/Output) - End Feed P1B Pass Through 1 (Input/Output) - End Feed 10 CL WH N/A Single Pass Through END CAPS Clear White Not Applicable 11 LENGTH (IN) EXACT/OPTIMAL 12 Fixture length min 12”, max 191”. Consult factory for lengths under 12". Available in 2” increments. O E Optimal Illumination Exact Specified Length Exact fixtures are the length specified. Optimal fixtures’ length is rounded down with illumination end to end. All fixtures’ tolerance is +0 – 1/8”. See charts on following pages. Field modifications are not covered under Q-Tran warranty | 5 year warranty | Up/Down, Side Bend | Data subject to change, all data has +/- 5% tolerance | PPS-FT and PPS-LP-FT is to be cut at Q-Tran to requested length | Not field cuttable © 2023 Q-Tran Inc. All rights reserved | 155 Hill St. Milford, CT 06460 | 203-367-8777 | sales@q-tran.com | www.q-tran.com Specification subject to change. Rev-10-16-23 ANYBEND™ RGB Flexible Fixtures - Q-CAP 1 PRODUCT - DIMENSIONS BEND RADIUS FLEXIBILITY 2 MOUNTING To order separately use WSC-02 Each clip comes with a #4x5/8" flat screw To order separately use MICRO5- PPS2 To order separately use MICRO5- PPS-96 To order separately use MICRO5- PPS-FT To order separately use MICRO5- PPS-LP-2 Each clip comes with a #6" flat screw Each clip comes with a #6" flat screw To order separately use MICRO5- PPS-LP-FT To order separately use MICRO5- PPS-LP-96 Each clip comes with a #6" flat screw Each clip comes with a #6" flat screw © 2023 Q-Tran Inc. All rights reserved | 155 Hill St. Milford, CT 06460 | 203-367-8777 | sales@q-tran.com | www.q-tran.com Specification subject to change. Rev-10-16-23 ANYBEND™ RGB Flexible Fixtures - Q-CAP 4 / 5 DELIVERED LUMENS 6 DIODE VISIBILITY ENC/CL - Clear encapsulation ENC/TL - Translucent encapsulation BUG RATING TEMPERATURE RATINGS 7 WIRE INPUT/OUTPUT ASYMMETRIC ONLY SINGLE (Input only) ASYMMETRIC ONLY PASS THROUGH (Input/Output) CONFIGURATION OPTIONS © 2023 Q-Tran Inc. All rights reserved | 155 Hill St. Milford, CT 06460 | 203-367-8777 | sales@q-tran.com | www.q-tran.com Specification subject to change. Rev-10-16-23 ANYBEND™ RGB Flexible Fixtures - Q-CAP 8 / 9 CONNECTOR/WIRE – IN/OUT Connector/Wire In or Out not needed to specify product. Typical selection is S1 for Wire Input/Output, BW for Connector/Wire In, N/A for Connector/Wire Out, and WH for End Caps 10 END CAPS (NO FEED) END CAPS (WITH FEED) 11 LENGTH - WIRING DETAIL 12 EXACT/OPTIMAL FIXTURE LENGTH RGB LENGTHS BY INCH Exact fixtures are the length specified. Optimal fixtures’ length is rounded down with illumination end to end. All fixtures’ tolerance is +0 – 1/8”. Consult factory for lengths under 12". © 2023 Q-Tran Inc. All rights reserved | 155 Hill St. Milford, CT 06460 | 203-367-8777 | sales@q-tran.com | www.q-tran.com Specification subject to change. Rev-10-16-23 ANYBEND™ RGB Flexible Fixtures - Q-CAP COMPATIBLE POWER SUPPLIES See power supplies cut sheets for more information. Data subject to change, all data has +/- 5% tolerance. DIM TO LEVEL 0.1% 1% 10% DMX DIMMING PROTOCOL INDOOR MICRO 5-RGB QTM-eLED+DMX QZ-DMX INDOOR MICRO 5-RGB QTM-eLED+DMX QZ-DMX QTM-eLED+DALI-DT8 QOM-eLED+DALI-DT8 Non-Dim Power Supply with RGB App Dongle OUTDOOR MICRO 5-RGB Q-SET-QZ-DMX QOM-eLED+DMX QZ-DMX OUTDOOR MICRO 5-RGB Q-SET-QZ-DMX QOM-eLED+DMX QZ-DMX DALI-2: DT8 QTM-eLED+DALI-DT8 QOM-eLED+DALI-DT8 SCENE App Dimmed Non-Dim Power Supply with RGB App Dongle COMPATIBLE MOUNTING ACCESSORIES © 2023 Q-Tran Inc. All rights reserved | 155 Hill St. Milford, CT 06460 | 203-367-8777 | sales@q-tran.com | www.q-tran.com Specification subject to change. Rev-10-16-23  Pre-fabrication Review: Paloma Pavilion, Mai Gutierrez Report Date: 27 March 2024 These comments are based on proposal documents. Because some components of the design were not finalized at the time of this report, these should not be considered final or comprehensive recommendations. Project Overview: Artist Mai Gutierrez writes that Paloma Pavilion is intended as a “functional and representational sculpture of the Dove Springs Community.” The artwork will be a sheltering gathering space that is also an abstract representation of a dove – a nod to the neighborhood name, and also to the community’s history and spirit.1 Four columns will support a perforated shade in the form of abstracted bird wings in flight, painted a color that has not yet been determined. The structure incorporates LED lighting. Materials and fabrication: The entire above-grade construction is fabricated from two grades of mild steel, coated with a primer and colored topcoat system that will improve corrosion resistance. A wings-shaped frame will be fabricated and welded by Patriot Erectors, LLC. To assist with transport, the frame will be as two or three modular sections that will be welded together on-site during installation.2 The frame will be fabricated of high speed steel (HSS, a carbon steel alloy) structural beams, ¾” thick carbon steel cross arms, 3.5” outer diameter carbon steel pipe interior support elements, and 3.5” outer diameter carbon steel pipe edging. To this frame will be welded 1/8” thick curved perforated carbon steel panels or “shade elements.” Anybend RGB LED strip lighting, a lighting strip encapsulated in polyurethane manufactured by Q-Tran LED, will be attached to the cross arms. The manufacturer offers a number of attachment systems utilizing polyvinyl chloride (PVC) clips and screws. As of this writing, the means of attachment, wiring diagrams, and power delivery have not been finalized. The wings-shaped frame will be held aloft by four 8’ x 8’ x 3/8” HSS columns, the primary supports for the pavilion. Each column will be welded at the correct angle to a carbon steel base plate, drilled with six holes to accept the structural anchors that will attach the structure to the concrete foundation during installation. All elements of the construction will be sandblasted to provide a prepared surface for the primer and paint system. After suitable cleaning and degreasing, the structure will be primed with PPG Amerlock 600 Primer, a 2-part epoxy primer, and then coated with a colored PPG Durethane Polyurethane by a subcontractor (possibly Alpha Painting and Decorating). The artist estimates a 20-year lifespan for the work. Materials and fabrication comments and recommendations: • The greatest danger to the artwork is corrosion. Corrosion prevention relies on the epoxy primer and the urethane topcoat layer. The artist has noted on the conservation review form that the manufacturer’s recommendations for preparation of steel surfaces prior to 1 Mai Gutierrez, Artist Statement. 2 Parley Dixon, CEO, Patriot Erectors, LLC, personal communication, March 26, 2024. PO Box 6803 Austin, TX 78762 ( +1) 512.843.2123 j.unruh@outlook.com priming and topcoating will be followed. It is emphasized that strictly following those procedures is crucial for long-term corrosion inhibition and coating durability. • Peter Villeneuve, Technical Operations Support Manager, PPG Protective and Marine • • Coatings, verified that the Amerlock epoxy primer is suitable for use with the Durethane polyurethane topcoat.3 In testing, 2-part epoxy primer and polyurethane systems have demonstrated a 14 – 20 year lifespans.4 In testing, Durethane DTM 95-3300 has demonstrated satisfactory abrasion resistance, corrosion resistance, and UV stability.5 Over the 20-year lifespan estimated by the artist, the urethane would be expected to lose some gloss, shift color slightly, and chalk slightly. The degree of color shift will depend on the specific pigment chosen. • The LED lighting is appropriately rated for outdoor use. In general, LED light strips may last anywhere from approximately 2 – 15 years, depending on quality of bulb, usage, and other factors. The artist reports that the lighting carries a 5-year warranty.6 • The LED lighting strip polyurethane envelope may darken and develop cracks during the 20-year lifespan estimated by the artist, but it would not be expected to fail before the 20-year mark. If PVC clips are used to hold the LED lighting in place, the PVC would be expected to last the 20-year lifespan estimated by the artist. • • For corrosion prevention, if screws are used to hold the LED lighting in place, care must be taken that the screw holes drilled into carbon steel elements do not allow atmospheric moisture to contact unprotected steel. Installation: To simplify somewhat: the pavilion will be installed into a rebar-reinforced cast concrete pad constructed by Forma Structure Engineering, LLC, appropriately reinforced and braced for the load expected. The pad will incorporate a vapor barrier on the underside, assisting with prevention of rising groundwater damage. At the locations for the four structural columns, 2’3” deep reinforced concrete footings will be cast. Six anchor bolts for each of the four columns will be embedded at a depth of 18” into the concrete footing during construction of the footing, each with two nuts threaded onto the embedded end to improve “grip.” After the concrete cures, the column base plates will be slipped over the protruding bolt ends and secured with a weld washer and a nut. A 1” grout is specified under the base plates. Forma Structure Engineering, LLC engineer Fidencio Gonzalez was unable to provide grout product details for this review. 7 The shop-constructed modular sections will be welded together to create the structure, and all field welds will be primed and painted by the painting subcontractor in-situ. Any touch-ups needed due to primer and paint damage during transport and installation will also be completed at this time. 3 Peter Villeneuve, Technical Operations Support Manager, PPG Protective and Marine Coatings, personal communication, March 25, 2024. 4 Helsel, Jayson L., and Robert Lanterman. 2018. “Expected Service Life and Cost Considerations for Maintenance and New Construction Protective Coating Work.” Nace Corrosion International; Paper n. 10673. Provided by Peter Villeneuve, Technical Operations Support Manager, PPG Protective and Marine Coatings. See table 1A: Estimated Practical Maintenance Time for Coating Systems for Atmospheric Exposure. 5 “Durethane DTM Urethane Mastic 95-3300 Technical Performance Data.” Provided by Peter Villeneuve, Technical Operations Support Manager, PPG Protective and Marine Coatings. 6 Mai Gutierrez, Maintenance Plan. 7 Fidencio Gonzalez, Structural Engineer, Forma Structure Engineering, LLC., personal communication, March 26, 2024. Prefabrication review: Paloma Pavilion, Mai Gutierrez 27 March 2024 J. Unruh Page 2 of 4  Details are not yet available about how the LED lighting will be wired into the site electrical during installation. Those details are forthcoming.8 Installation comments and recommendations: • The engineering firm Forma Structure Engineering, LLC has reviewed and approved the foundation construction and installation hardware for the load, wind, snow, and seismic loads expected. • Though the moisture barrier incorporated into the concrete pad will assist with corrosion control, the undersides of the base plates may be susceptible to corrosion due to trapped moisture between the undersides of the plates and the grout, either from airborne humidity or from “rising damp” traveling through the concrete foundations. How well the grout will function as a buffer depends on the exact grout product used. Review the grout product chosen from the standpoint of contribution to moisture control. If necessary, to assist with corrosion prevention at the base, consider finishing the undersides of the plates with a corrosion inhibitor, extending the paint and primer system to the undersides of the base plates, or installing a moisture barrier layer underneath the plates and over the grout. • As with the initial priming and topcoating, adequate surface preparation and scrupulous coating application during all in-situ coating operations is crucial for corrosion control. • Once lighting designs are available, review the sequence of events necessary for wiring during installation. Determine whether the electrical conduit will need to be laid underground, and if so, budget for excavation as needed. Determine whether design revisions to the concrete pad will be needed to accommodate electrical conduit. If so, contract a structural engineer to review all revisions. • Verify that any programmed lighting sequences function correctly. Maintenance: The artist writes, “Any chipping that may occur during the pavilion’s lifespan can be touched up in the field using the same PPG Durethane Polyurethane Color. A power washer can be used to clean the structure as needed.” She further notes that the LED lights “can be replaced throughout the lifespan of the pavilion, as needed.” Maintenance comments and recommendations: • Be aware that if touch-up is needed, fresh Durethane coating colors may not exactly match an aged coatings layer. • LED light replacements may be required more than once over the lifespan of the work. • Budget appropriately. It is possible that the coatings system may eventually require more extensive repair. If the pavilion must be reprimed and repainted, follow the coatings manufacturer’s instructions for re-coating carefully to ensure good adhesion. • Confirm that the final LED lighting configuration, attachments, and any wiring conduits can be safely power washed. If not, take appropriate precautions during power washing. • Graffiti or sticker removal may require solvent-based cleaners. Prior to any solvent use, review the coatings system for solvent resistance to the specific solvent to be used. Additional comments: • All outdoor sculpture surfaces accumulate bird droppings, grime, airborne dust and other particulates, chewing gum and other food, and are vulnerable to vandalism including 8 Mai Gutierrez, personal communication, March 26, 2024. Prefabrication review: Paloma Pavilion, Mai Gutierrez 27 March 2024 J. Unruh Page 3 of 4 stickers, tagging, scratched graffiti, and other alterations. Periodic inspection, cleaning, and repair of scratches should be scheduled and budgeted. • The pavilion is sited adjacent to a roadway, with exposure to car exhaust. Exhaust particulates may accelerate corrosion. • Ensure that the LED light output is not in violation of Austin’s light pollution or dark skies regulations. General recommendations: • Information that should be retained in the AIPP file includes: • Contact information for Patriot Erectors, LLC; the painting contractor (possibly Alpha Painting and Decorating); Forma Structure Engineering, LLC; and any other fabrication or installation contractors. • Specifications for all materials used in final design. • Specifications for all materials used in the construction of the footing. • Detailed installation diagrams, including all dimensions, exact placement of mounting hardware, sub-surface site features, grade, electrical junction boxes or conduit, and any nearby landscaping. • Documentation of final placement of LED light strip wiring, locations of power points for the lighting, all wiring diagrams, and locations of any lighting controls. • Details about programmed lighting sequences and timing; instructions as to how to adjust the lighting if needed. • Artist's statement re: • intended appearance: the degree of abrasion or scratches, deformation of wings panels, discoloration, alterations to LED lighting, or other alterations that would be considered acceptable before the alteration would need to be addressed, or before the pavilion would need to be de-installed. • How to proceed if re-priming and re-coating is needed (contact person, agency to contract for re-surfacing). • How to proceed if the exact PPG Amerlock and Durethane products specified become unavailable for touch-up, repair, and re-coating. • How to proceed if replacement Anybend RGB flexible strip lighting specified becomes unavailable, and whether it would be acceptable to install lighting other than LED strip lighting. • Whether or not it would be permissible to re-site the artwork in the future. Prefabrication review: Paloma Pavilion, Mai Gutierrez 27 March 2024 J. Unruh Page 4 of 4 CITY OF AUSTIN ART IN PUBLIC PLACES PROGRAM/CULTURAL ARTS DIVISION USER DEPARTMENT PUBLIC ART EVALUATION FORM FOR TECHNICAL FEASIBILITY AND MAINTENANCE As per Section IX.A of the AIPP Guidelines, the user and managing departments responsible for housing the artwork are requested to review the artist’s final design (attached) for technical feasibility and maintenance considerations. Please provide a response on this form, or on letterhead signed by your department director. Thank you! Department: Artwork Title/Description Evaluation Date Evaluator’s Name EVALUATOR’S COMMENTS Austin Public Health Paloma Pavillion – Dove Springs AIPP Project 3/26/2024 Filip Gecic Title Austin Public Health Manager - Facilities Planning SITE Dove Springs Public Health Center INSTALLATION Paloma Pavillion SAFETY / LIABILITY The artist updated her proposal to meet the safety requirements. MAINTENANCE Minimum maintenance is expected. OTHER COMMENTS The artist, Mai Gutierrez, was very professional and a pleasure to work with. She responded to all APH comments and adjusted her design to meet the budget constraints. DEPARTMENTAL RECOMMENDATION (Attach additional sheets as necessary) X Support artwork as proposed Support artwork with the following modification(s): Signature: Date: User Department Director or designee 3/27/2024