20260805-003, Great Wave - D Permit, SP-2026-0221D Applicant Plan Sheets Part 6 — original pdf

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MATCHLINE L5.12 MATCHLINE L5.11 LIMIT OF CONSTRUCTION M M M M M M M M M M M M M M M . 0 1 5 L E N I L H C T A M . 1 1 5 L E N I L H C T A M M M M M M M M M M M SHADE TREE FOR MITIGATION, TYP. M M M M M M M M M M M LIMIT OF CONSTRUCTION M M M M M REFER TO C SET FOR ADDITIONAL LANDSCAPE IMPROVEMENTS AND FINAL TREE LOCATION. M M M M M M M M 820 M 818 M M 816 M M M M M M M M M M M M M M M M M M M M M M M M M M 834 M M M 832 M M M M M M M M 830 M M M M 828 M M M M M M M M M 836 M M M 838 M M M M M M M EXISTING TREE TO REMAIN. TYP. M M M M M M 822 M M M M M M 826 M M M M M M M M 824 M M M M M M M M M M M M SHADE TREE FOR MITIGATION, TYP. M M M M M M M M M M M M M M M M M M M M M M M M M M M M 842 840 M M M M M M GRAPHIC SCALE 30 15 0 60 1 inch = 30 ft. Water Easement Water Easement Water Easement Sidewalk Easement Water Easement L5.12 L5.10 L5.11 L5.01 L5.02 L5.03 L5.06 L5.05 L5.04 L5.07 L5.08 L5.09 CWQZ (1,928 sf) HENP 2 CWQZ M M M M M CONTEXT MAP SCALE: 1"= 500' PLANT SCHEDULE SHRUB AREAS SYMBOL CODE BOTANICAL / COMMON NAME HENP 1 HERBACEOUS NATIVE PLANTING 1 - MOISTURE TOLERANT M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M HENP 2 HERBACEOUS NATIVE PLANTING 2 - UPLAND SHADE HENP 3 HERBACEOUS NATIVE PLANTING 3 - UPLAND SUN GROUND COVERS CYDS CYNODON DACTYLON 'TIFTUF' BERMUDA 'TIFTUF' MITIGATION TREE M TREES EX.TR. xxxxx EXISTING TREES EXISTING TREES ORNAMENTAL TREE CECT CERCIS CANADENSIS TEXENSIS TEXAS REDBUD ILDE ILVT ILEX DECIDUA POSSUMHAW HOLLY ILEX VOMITORIA YAUPON HOLLY PRME PRUNUS MEXICANA MEXICAN PLUM SHADE TREE CAIL CARYA ILLINOINENSIS PECAN JUVI JUNIPERUS VIRGINIANA EASTERN REDCEDAR MAGR MAGNOLIA GRANDIFLORA SOUTHERN MAGNOLIA PLME PLATANUS MEXICANA MEXICAN SYCAMORE QULA QUERCUS LACEYI LACEY OAK QUMU QUERCUS MUEHLENBERGII CHINKAPIN OAK QUSH QUERCUS SHUMARDII SHUMARD OAK QUVI QUERCUS VIRGINIANA SOUTHERN LIVE OAK TADI TAXODIUM DISTICHUM BALD CYPRESS ULCR ULMUS CRASSIFOLIA CEDAR ELM M 814 MATCHLINE L5.11 MATCHLINE L5.02 M M M M M M M M M M MATCHLINE L5.11 MATCHLINE L5.03 M M NOT FOR CONSTRUCTION The John R. McAdams Company, Inc. 4400 State Highway 121, Suite 800 Lewisville, Texas 75056 phone 972. 436. 9712 fax 972. 436. 9715 TBPE: F-19762 TBPELS: F-10194440 TBAE: BR3185 www.mcadamsco.com GRAY AES, PSC 10 Quality Street Lexington, Kentucky 40507-1450 Telephone: (859) 474-8666 10 Quality Street Lexington, Kentucky 40507-1450 Telephone: (859) 281-5000 Food & Beverage | Manufacturing Automotive | Distribution Mission Critical | Commercial POLLUTANTS FROM OWNER ’S OPERATIONS - CUSTOMER ’S KNOWLEDGE OF ITS ACTIVITIES THAT WILL BE CONDUCTED WITHIN THE FACILITY TO BE DESIGNED BY GRAY AES, PSC AND CONSTRUCTED BY GRAY, AND THE MATERIALS INVOLVED IN THOSE ACTIVITIES, IS SUPERIOR TO GRAY AES AND GRAY ’S KNOWLEDGE. ACCORDINGLY, AND ANYTHING CONTAINED IN THE CONTRACT DOCUMENTS TO THE CONTRARY NOTWITHSTANDING, ANY DUTY OR WARRANTY BY GRAY AES OR GRAY HEREIN SHALL NOT APPLY TO THE DISCHARGE, DISPERSAL, ESCAPE, RELEASE OR SATURATION OF ANY POLLUTANT INTO THE ATMOSPHERE OR ANY BODY OF WATER OR ON, ONTO, UPON, IN OR INTO THE SURFACE OR SUBSURFACE OF LAND. FOR PURPOSE OF THIS SECTION, THE WORD “POLLUTANT ” SHALL MEAN ANY SOLID, LIQUID, GASEOUS, OR THERMAL IRRITANT OR CONTAMINANT, INCLUDING BUT NOT LIMITED TO SMOKE, VAPOR, SOOT, FUMES, ACIDS, ALKALIS, CHEMICALS AND WASTE AND SHALL INCLUDE ANY HAZARDOUS SUBSTANCE. THE CAPACITY OF THE FACILITY AND THE DESIGN OF ANY OF ITS PARTS, SO AS TO PREVENT THE ESCAPE, RELEASE, DISCHARGE, DISPERSAL OR SATURATION OF POLLUTANTS SHALL BE THE SOLE RESPONSIBILITY OF THE CUSTOMER. NOTICE: UNLESS OTHERWISE AGREED IN WRITING, GRAY IS THE SOLE OWNER OF ALL PROPRIETARY RIGHTS, INCLUDING COPYRIGHTS AND ANY TRADE SECRETS IN THE MATTER CONTAINED HEREIN. ANY DISCLOSURE, REPRODUCTION OR REVISION OF THIS DOCUMENT OR ANY PORTION THEREOF IS SPECIFICALLY PROHIBITED UNLESS PREVIOUSLY APPROVED IN WRITING BY GRAY. # DATE DESCRIPTION A NEW MANUFACTURING FACILITY FOR A NEW MANUFACTURING FACILITY FOR DRAWN BY - CAANDS EPA LDRE R STE C ESON P.P I HI NS I TE EG M C O A T N J R PROJECT GREAT WAVE "D" PLAN PROJECT GREAT WAVE "D" PLAN CHECKED BY - LANDSCAPE PLAN S T A ET S A X ET 228 6 OF AOR/EOR STAMP 3900 W HOWARD LN 3900 W HOWARD LN AUSTIN, TEXAS 78728 AUSTIN, TEXAS 78728 # - JOB NUMBER 2025170 2025170 SHEET NUMBER L5.11 FOR REFERENCE ONLY: FINAL LANDSCAPING REVIEW AND APPROVAL IS DEFERED TOTHE "C" PLAN SUBMISSION. THIS IS PROVIDED TO HELP AID IN THE DEVELOPMENT OFTHE LANDSCAPING BOND. THE ONLY PLANTINGS FOR THE "D" PLAN ARE ASSOCIATEDWITH THE CUT AND FILL VARINACES. GRAPHIC SCALE 30 15 0 60 1 inch = 30 ft. Water Easement Water Easement Water Easement Sidewalk Easement Water Easement L5.12 L5.10 L5.11 L5.01 L5.02 L5.03 L5.06 L5.05 L5.04 L5.07 L5.08 L5.09 CWQZ (1,928 sf) HENP 2 CWQZ CONTEXT MAP SCALE: 1"= 500' PLANT SCHEDULE SHRUB AREAS SYMBOL CODE BOTANICAL / COMMON NAME HENP 1 HERBACEOUS NATIVE PLANTING 1 - MOISTURE TOLERANT HENP 2 HERBACEOUS NATIVE PLANTING 2 - UPLAND SHADE HENP 3 HERBACEOUS NATIVE PLANTING 3 - UPLAND SUN GROUND COVERS CYDS CYNODON DACTYLON 'TIFTUF' BERMUDA 'TIFTUF' MITIGATION TREE M TREES EX.TR. xxxxx EXISTING TREES EXISTING TREES ORNAMENTAL TREE CECT CERCIS CANADENSIS TEXENSIS TEXAS REDBUD ILDE ILVT ILEX DECIDUA POSSUMHAW HOLLY ILEX VOMITORIA YAUPON HOLLY PRME PRUNUS MEXICANA MEXICAN PLUM SHADE TREE CAIL CARYA ILLINOINENSIS PECAN JUVI JUNIPERUS VIRGINIANA EASTERN REDCEDAR MAGR MAGNOLIA GRANDIFLORA SOUTHERN MAGNOLIA PLME PLATANUS MEXICANA MEXICAN SYCAMORE QULA QUERCUS LACEYI LACEY OAK QUMU QUERCUS MUEHLENBERGII CHINKAPIN OAK QUSH QUERCUS SHUMARDII SHUMARD OAK QUVI QUERCUS VIRGINIANA SOUTHERN LIVE OAK TADI TAXODIUM DISTICHUM BALD CYPRESS ULCR ULMUS CRASSIFOLIA CEDAR ELM MATCHLINE L5.12 MATCHLINE L5.11 # DATE DESCRIPTION A NEW MANUFACTURING FACILITY FOR A NEW MANUFACTURING FACILITY FOR DRAWN BY - CAANDS EPA LDRE R STE C ESON P.P I HI NS I TE EG M C O A T N J R PROJECT GREAT WAVE "D" PLAN PROJECT GREAT WAVE "D" PLAN CHECKED BY - LANDSCAPE PLAN NOT FOR CONSTRUCTION S T A ET S A X ET 228 6 OF AOR/EOR STAMP 3900 W HOWARD LN 3900 W HOWARD LN AUSTIN, TEXAS 78728 AUSTIN, TEXAS 78728 # - JOB NUMBER 2025170 2025170 SHEET NUMBER L5.12 M M LIMIT OF CONSTRUCTION M M M M M LIMIT OF CONSTRUCTION 8 3 8 836 M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M M 830 M M M M M M M M M M M MATCHLINE L5.12 MATCHLINE L5.10 M M M M M M M M M M M M M M M M M M M The John R. McAdams Company, Inc. 4400 State Highway 121, Suite 800 Lewisville, Texas 75056 phone 972. 436. 9712 fax 972. 436. 9715 TBPE: F-19762 TBPELS: F-10194440 TBAE: BR3185 www.mcadamsco.com GRAY AES, PSC 10 Quality Street Lexington, Kentucky 40507-1450 Telephone: (859) 474-8666 10 Quality Street Lexington, Kentucky 40507-1450 Telephone: (859) 281-5000 Food & Beverage | Manufacturing Automotive | Distribution Mission Critical | Commercial POLLUTANTS FROM OWNER ’S OPERATIONS - CUSTOMER ’S KNOWLEDGE OF ITS ACTIVITIES THAT WILL BE CONDUCTED WITHIN THE FACILITY TO BE DESIGNED BY GRAY AES, PSC AND CONSTRUCTED BY GRAY, AND THE MATERIALS INVOLVED IN THOSE ACTIVITIES, IS SUPERIOR TO GRAY AES AND GRAY ’S KNOWLEDGE. ACCORDINGLY, AND ANYTHING CONTAINED IN THE CONTRACT DOCUMENTS TO THE CONTRARY NOTWITHSTANDING, ANY DUTY OR WARRANTY BY GRAY AES OR GRAY HEREIN SHALL NOT APPLY TO THE DISCHARGE, DISPERSAL, ESCAPE, RELEASE OR SATURATION OF ANY POLLUTANT INTO THE ATMOSPHERE OR ANY BODY OF WATER OR ON, ONTO, UPON, IN OR INTO THE SURFACE OR SUBSURFACE OF LAND. FOR PURPOSE OF THIS SECTION, THE WORD “POLLUTANT ” SHALL MEAN ANY SOLID, LIQUID, GASEOUS, OR THERMAL IRRITANT OR CONTAMINANT, INCLUDING BUT NOT LIMITED TO SMOKE, VAPOR, SOOT, FUMES, ACIDS, ALKALIS, CHEMICALS AND WASTE AND SHALL INCLUDE ANY HAZARDOUS SUBSTANCE. THE CAPACITY OF THE FACILITY AND THE DESIGN OF ANY OF ITS PARTS, SO AS TO PREVENT THE ESCAPE, RELEASE, DISCHARGE, DISPERSAL OR SATURATION OF POLLUTANTS SHALL BE THE SOLE RESPONSIBILITY OF THE CUSTOMER. NOTICE: UNLESS OTHERWISE AGREED IN WRITING, GRAY IS THE SOLE OWNER OF ALL PROPRIETARY RIGHTS, INCLUDING COPYRIGHTS AND ANY TRADE SECRETS IN THE MATTER CONTAINED HEREIN. ANY DISCLOSURE, REPRODUCTION OR REVISION OF THIS DOCUMENT OR ANY PORTION THEREOF IS SPECIFICALLY PROHIBITED UNLESS PREVIOUSLY APPROVED IN WRITING BY GRAY. FOR REFERENCE ONLY: FINAL LANDSCAPING REVIEW AND APPROVAL IS DEFERED TOTHE "C" PLAN SUBMISSION. THIS IS PROVIDED TO HELP AID IN THE DEVELOPMENT OFTHE LANDSCAPING BOND. THE ONLY PLANTINGS FOR THE "D" PLAN ARE ASSOCIATEDWITH THE CUT AND FILL VARINACES.STREET YARD TOTAL SITE AREA TOTAL STREET-YARD AREA STREET YARD/LANDSCAPE (20%) STREET YARD TREES (50 TREES FOR FIRST 110,000 SF PLUS 1 TREE/5000 SF OVER 110,000SF) EXISTING TREE CREDIT 2" DIAMETER TO 6'DIAMETER 6" DIAMETER OR GREATER PROPOSED TREES (STREET YARD) REPLACEMENT TREES REQUIRED CALIPER INCHES REPLACED TOTAL NUMBER & SIZE OF REPLACEMENT TREE CANOPY TREES = 3" X 625 TREES TOTAL INCHES OWED - NONE ISLANDS, MEDIANS, OR PENINSULAS - LANDSCAPE ISLAND WITHIN 50 FT OF EACH PARKING SPACE STREET-YARD AREA (93 SPACES) 90 SF LANDSCAPE AREA FOR EVERY 12 SPACES TOTAL PARKING TREES (ONE TREE WITHIN 50 FT OF EACH SPACE) NON STREET-YARD AREA (17 SPACES) 60 SF LANDSCAPE AREA FOR EVERY 12 SPACES INNOVATIVE WATER MANAGEMENT REQUIRED LANDSCAPED AREA (SECTION 2.4.9.1) 50% OF REQUIRED LANDSCAPED AREA LANDSCAPING RECEIVING STORMWATER RUNOFF UNDISTURBED NATURAL AREAS UNDISTURBED EXISTING TREES TOTAL BUFFERING MEDIUM PREFERRED SHRUB: LARGE PREFERRED SHRUB: REQUIRED N/A N/A 232,271 SF REQUIRED 185 TREES N/A TBD TBD 1827 INCHES 609 TREES PROVIDED ..................... SF 1,161,356 SF(24.38AC.) 784,357 SF (67%) PROVIDED 185 TREES N/A TBD TBD 1875 INCHES 625 TREES YES 720 SF N/A TBD TBD TBD ..................... SF ..................... SF ..................... SF REQUIRED ..................... ..................... YES 11,371 SF TBD TBD N/A ..................... SF ..................... SF ..................... SF ..................... SF PROVIDED REQUIRED PROVIDED SHADE TREE PLANT SCHEDULE SYMBOL CODE QTY BOTANICAL / COMMON NAME CAL HEIGHT REMARKS TREES EX.TR. 1 xxxxx EXISTING TREES EXISTING TREES - ORNAMENTAL TREE CECT 6 CERCIS CANADENSIS TEXENSIS TEXAS REDBUD ILDE 26 ILEX DECIDUA POSSUMHAW HOLLY ILVT 10 ILEX VOMITORIA YAUPON HOLLY PRME 9 PRUNUS MEXICANA MEXICAN PLUM CAIL 25 CARYA ILLINOINENSIS PECAN JUVI 71 JUNIPERUS VIRGINIANA EASTERN REDCEDAR 30 GAL 6' - 8' 30 GAL 6' - 8' MULTI-STEM. 1" CAL. PER STEM. MIN. 3 STEMS. NO CLUMP FORM MULTI-STEM. 1" CAL. PER STEM. MIN. 3 STEMS. NO CLUMP FORM 30 GAL 5' - 6' CO-DOMINANT STEM. FULL AND MATCHED 30 GAL 6' - 8' CO-DOMINANT STEM. FULL AND MATCHED 3" MIN 12` MIN FULL AND MATCHED SIZE WITH STRONG CENTRAL LEADER CITY OF AUSTIN NOTES: 1.) Adequate barriers between all vehicular use areas and adjacent landscape areas, such as a 6" concrete curb are required. If a standard 6" curb and gutter are not provided for all vehicular use areas and adjacent landscape areas, comply with ECM, section 2.4.7, protection of landscape areas. 2.) The OWNER will continuously maintain the required landscaping in accordance with LDC Section 25-2-984. 3.) Turf areas shown are to be native and/or drought tolerant species such as Bermuda or Buffalo grass. 4.) A minimum 3" of organic mulch shall be added to all proposed trees and shrubs. 5.) The plan meets the requirements of LDC 25-2, Article 9 [LDC 25-2-983(A )ECM 2.4.8]. 6.) If establishing vegetation during any stage of a drought, Section 6-4-30 may require variance. Contact Austin Water Conservation staff at; waterusecompvar@austintexas.gov or call (512) 974-2199. 7.) The irrigation will comply with City Code Chapter 6-4, Article 2, Division 2 regarding the City's water conservation restrictions. 8.) Call before you dig. 1-800-DIG-TESS 9.) All proposed plant material in R.O.W. to be drought tolerant and watered by hand with hose bib on site. 10.) Owner / Contractor will be liable for damages to any existing utilities as a result of the proposed improvements. The Austin Water Utility is to retain all rights within the R.O.W. easement area and will not be liable for any damages in conjunction with the operation and maintenance of w / ww utilities. Any changes to these original plans must be re-reviewed by AWU to ensure private improvements do not conflict with AWU infrastructure. 11.) Owner shall be responsible for any gravel / mulch washed out on street or sidewalks and have onsite maintenance. 12.) If any TWC facilities are required to be relocated, full compensation of the cost to relocate will be provided to TWC. If establishing vegetation during any stage of a drought, Section 6-4-30 may require a variance. Contact Austin Water Conservation staff at waterusecompvar@austintexas.gov or call (512) 974-2199. The Owner will continuously maintain the required landscaping in accordance with LDC 25-2-984 All landscaped areas are to be protected by 6 inch wheel curbs, wheelstops or other approved barriers as per ECM 2.4.7 Finished elevation for parking-lot islands, medians, peninsulas, and similar landscape areas must be at least six (6) inches below the finished curb elevation to allow for placement of six (6) inches of topsoil [ECM 1.4.7] All trees encroaching along the fire lane will be trimmed and maintained to provide a 14-foot vertical clearance above the fire lane at all times. These requirements shall be noted on the Site Development Permit and shall be implemented as part of the landscape inspection: the system must provide a moisture level adequate to sustain growth of the plant materials; the system does not include spray irrigation on areas less than ten (10) feet wide (such as medians, b. buffer strips, and parking lot islands) c. d. circuit remote control valves have adjustable flow controls; serviceable in-head check valves area adjacent to paved areas where NOTE: 1. 2. 3. 4. 5. 1. a. 65 GAL. 8-10' FULL AND MATCHED SIZE WITH STRONG CENTRAL LEADER APPENDIX O - IRRIGATION NOTES: SITE DEVELOPMENT PERMIT - IRRIGATION NOTES Automatic irrigation systems shall comply with TCEQ Chapter 344, as well as the following requirements: MAGR 15 MAGNOLIA GRANDIFLORA SOUTHERN MAGNOLIA 65 GAL. 8-10' FULL AND MATCHED SIZE WITH STRONG CENTRAL LEADER PLME 49 PLATANUS MEXICANA MEXICAN SYCAMORE QULA 75 QUERCUS LACEYI LACEY OAK 3" MIN 12` MIN FULL AND MATCHED SIZE WITH STRONG CENTRAL LEADER elevation differences may cause low head drainage; 3" MIN 12` MIN FULL AND MATCHED SIZE WITH STRONG CENTRAL LEADER. newly planted trees shall have permanent irrigation consisting of drip or bubblers. a master valve installed on the discharge side of the backflow preventer; above-ground irrigation emission devices are set back at least six (6) inches from impervious surfaces; an automatic rain shut-off device shuts off the irrigation system automatically after more than a one-half e. f. g. inch (½") rainfall; and h. QUMU 77 QUERCUS MUEHLENBERGII CHINKAPIN OAK 3" MIN 12` MIN FULL AND MATCHED SIZE WITH STRONG CENTRAL LEADER 2. The irrigation installer shall develop and provide an as-built design plan to the City at the time the final irrigation inspection is performed; unless fiscal security is provided to the City for the installation of the system, it must be operational at a. the time of the final landscape inspection. The irrigation installer shall also provide exhibits to be permanently installed inside 3. or attached to the irrigation controller, including: a. a laminated copy of the water budget containing zone numbers, precipitation NOTE - REFER TO GREAT WAVE "C" SET FOR COMPLETE LANDSCAPE CALCULATIONS. THERE LANDSCAPE PLANS INCLUDED IN THE "D" SET ONLY INCLUDES CLACULATIONS CRITICAL FOR TREE MITIGATION AND WATER QUALITY INFORMATION QUSH 84 QUERCUS SHUMARDII SHUMARD OAK QUVI 87 QUERCUS VIRGINIANA SOUTHERN LIVE OAK TADI 68 TAXODIUM DISTICHUM BALD CYPRESS ULCR 74 ULMUS CRASSIFOLIA CEDAR ELM 3" MIN 12'-14' FULL AND MATCHED SIZE WITH STRONG CENTRAL LEADER rate, and gallons per minute; and a zone map with the isolation valve; and an as built plan. 4. The irrigation installer shall provide a report to the City on a form provided by Austin Water certifying compliance with Subsection 1. When the final plumbing inspection is performed by the City. 3" MIN 12` MIN FULL AND MATCHED SIZE WITH STRONG CENTRAL LEADER 3" MIN 12` MIN FULL AND MATCHED SIZE WITH STRONG CENTRAL LEADER 3" MIN 12` MIN FULL AND MATCHED SIZE WITH STRONG CENTRAL LEADER SYMBOL CODE QTY BOTANICAL / COMMON NAME CONT SPACING REMARKS SHRUB AREAS HENP 1 51,486 SF HERBACEOUS NATIVE PLANTING 1 - MOISTURE TOLERANT 1 GAL HENP 2 14,063 SF HERBACEOUS NATIVE PLANTING 2 - UPLAND SHADE 1 GAL HENP 3 56,059 SF HERBACEOUS NATIVE PLANTING 3 - UPLAND SUN 1 GAL GROUND COVERS CYDS 449,768 SF CYNODON DACTYLON 'TIFTUF' BERMUDA 'TIFTUF' SOD The John R. McAdams Company, Inc. 4400 State Highway 121, Suite 800 Lewisville, Texas 75056 phone 972. 436. 9712 fax 972. 436. 9715 TBPE: F-19762 TBPELS: F-10194440 TBAE: BR3185 www.mcadamsco.com GRAY AES, PSC 10 Quality Street Lexington, Kentucky 40507-1450 Telephone: (859) 474-8666 10 Quality Street Lexington, Kentucky 40507-1450 Telephone: (859) 281-5000 Food & Beverage | Manufacturing Automotive | Distribution Mission Critical | Commercial POLLUTANTS FROM OWNER ’S OPERATIONS - CUSTOMER ’S KNOWLEDGE OF ITS ACTIVITIES THAT WILL BE CONDUCTED WITHIN THE FACILITY TO BE DESIGNED BY GRAY AES, PSC AND CONSTRUCTED BY GRAY, AND THE MATERIALS INVOLVED IN THOSE ACTIVITIES, IS SUPERIOR TO GRAY AES AND GRAY ’S KNOWLEDGE. ACCORDINGLY, AND ANYTHING CONTAINED IN THE CONTRACT DOCUMENTS TO THE CONTRARY NOTWITHSTANDING, ANY DUTY OR WARRANTY BY GRAY AES OR GRAY HEREIN SHALL NOT APPLY TO THE DISCHARGE, DISPERSAL, ESCAPE, RELEASE OR SATURATION OF ANY POLLUTANT INTO THE ATMOSPHERE OR ANY BODY OF WATER OR ON, ONTO, UPON, IN OR INTO THE SURFACE OR SUBSURFACE OF LAND. FOR PURPOSE OF THIS SECTION, THE WORD “POLLUTANT ” SHALL MEAN ANY SOLID, LIQUID, GASEOUS, OR THERMAL IRRITANT OR CONTAMINANT, INCLUDING BUT NOT LIMITED TO SMOKE, VAPOR, SOOT, FUMES, ACIDS, ALKALIS, CHEMICALS AND WASTE AND SHALL INCLUDE ANY HAZARDOUS SUBSTANCE. THE CAPACITY OF THE FACILITY AND THE DESIGN OF ANY OF ITS PARTS, SO AS TO PREVENT THE ESCAPE, RELEASE, DISCHARGE, DISPERSAL OR SATURATION OF POLLUTANTS SHALL BE THE SOLE RESPONSIBILITY OF THE CUSTOMER. NOTICE: UNLESS OTHERWISE AGREED IN WRITING, GRAY IS THE SOLE OWNER OF ALL PROPRIETARY RIGHTS, INCLUDING COPYRIGHTS AND ANY TRADE SECRETS IN THE MATTER CONTAINED HEREIN. ANY DISCLOSURE, REPRODUCTION OR REVISION OF THIS DOCUMENT OR ANY PORTION THEREOF IS SPECIFICALLY PROHIBITED UNLESS PREVIOUSLY APPROVED IN WRITING BY GRAY. # DATE DESCRIPTION CAANDS EPA LDRE R STE C ESON P.P I HI NS I TE EG M C O A T N J R A NEW MANUFACTURING FACILITY FOR A NEW MANUFACTURING FACILITY FOR PROJECT GREAT WAVE "D" PLAN PROJECT GREAT WAVE "D" PLAN S T A ET S A X ET 228 6 OF AOR/EOR STAMP 3900 W HOWARD LN 3900 W HOWARD LN AUSTIN, TEXAS 78728 AUSTIN, TEXAS 78728 NOT FOR CONSTRUCTION DRAWN BY - CHECKED BY - # - JOB NUMBER 2025170 2025170 LANDSCAPE SCHEDULE SHEET NUMBER L5.13 FOR REFERENCE ONLY: FINAL LANDSCAPING REVIEW AND APPROVAL IS DEFERED TOTHE "C" PLAN SUBMISSION. THIS IS PROVIDED TO HELP AID IN THE DEVELOPMENT OFTHE LANDSCAPING BOND. THE ONLY PLANTINGS FOR THE "D" PLAN ARE ASSOCIATEDWITH THE CUT AND FILL VARINACES.GENERAL NOTES DESIGN INFORMATION GEOTECHNICAL INFORMATION STONE BASE FOR SLABS-ON-GROUND POST INSTALLED ANCHORS AND REBAR STEEL CONNECTIONS 1. GOVERNING BUILDING CODE 2024 INTERNATIONAL BUILDING CODE (IBC) 1. FOUNDATION DESIGN IS BASED ON THIS GEOTECHNICAL INVESTIGATION REPORT: FINAL GEOTECHNICAL ENGINEERING REPORT OTSUKA ICU MEDICAL CAMPUS EXPANSION AUSTIN, TEXAS APRIL 21, 2026 TERRACON PROJECT No. AC265021 A PROPERLY QUALIFIED GEOTECHNICAL ENGINEER SHALL BE RETAINED TO PROVIDE OBSERVATION AND TESTING SERVICES DURING THE GRADING AND FOUNDATION PHASE OF THE CONSTRUCTION PER THE GEOTECHNICAL REPORT RECOMMENDATIONS. LIQUID CONTAINMENT 1. PREPARE THE STONE BASE AS SPECIFIED IN THE LATEST VERSION OF ACI 302 CHAPTER 6 - "SITE PREPARATION AND PLACING ENVIRONMENT". 2. PROVIDE A MINIMUM 6" THICK, CLEAN, DENSELY GRADED GRANULAR MATERIAL WITH A BALANCED FINE CONTENT. 3. GRADE THE STONE BASE TO AN ELEVATION OF TOLERANCE OF +/- 1/4". 1. 2. POST-INSTALLED ANCHORS AND REBAR SECURED WITH ADHESIVE SHALL ONLY BE USED WHERE SPECIFIED ON THE CONSTRUCTION DOCUMENTS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER OF RECORD PRIOR TO INSTALLING POST-INSTALLED ANCHORS IN PLACE OF MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. ACCEPTABLE POST INSTALLED ANCHOR PRODUCTS ARE LISTED BELOW. ANCHOR PRODUCTS SPECIFIED ON THE STRUCTURAL DRAWINGS MUST BE USED UNLESS AN ALTERNATE PRODUCT IS APPROVED BY THE ENGINEER OF RECORD. 1. FOR ALL STEEL CONNECTIONS NOT FULLY DETAILED ON THE DESIGN DOCUMENTS, THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDING AND BRIDGES CONNECTION DESIGN OPTION #3 SHALL BE UTILIZED AND A PROFESSIONAL ENGINEER (LICENSED IN THE PROJECT STATE) SHALL BE ENGAGED BY THE STEEL FABRICATOR TO DESIGN INDICATED CONNECTIONS. THIS PROFESSIONAL ENGINEER SHALL DEMONSTRATE HIS RESPONSIBILITY BY SEALING AND SIGNING THE APPROPRIATE CALCULATIONS. 4. REFER TO THE GEOTECHNICAL REPORT FOR ANY ADDITIONAL REQUIREMENTS. ADHESIVE ANCHORS INTO CONCRETE THESE STRUCTURAL DESIGN DOCUMENTS ARE ISSUED FOR: RANGE OF MAGNITUDE PRICING GMP +/- 30% GMP COORDINATION MILL ORDER SHOP DRAWING PREPARATION PERMIT CONSTRUCTION ____________________________ ALL DESIGN MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE REFERENCED CODE(S). UNLESS SPECIFIED OTHERWISE, ALL EDITIONS OF CODES AND STANDARDS SHALL BE AS SET FORTH IN THE ABOVE GOVERNING CODE. 2. ROOF LOADS DEAD LOADS MEMBRANE INSULATION ROOF DECK ROOF JOISTS/BEAMS GIRDERS COLUMNS CEILING BUILDING COLLATERAL PROCESS COLLATERAL SOLAR PANEL (NON-BALLASTED) ALLOWANCE LIVE LOAD ROOF LIVE LOAD (AT < 200 SQ FT) ROOF LIVE LOAD (AT 200 TO 600 SQ FT) ROOF LIVE LOAD (AT > 600 SQ FT) WALKABLE CEILING 3. ELEVATED FLOOR LOADS DEAD LOADS SLAB/DECK (6" SLAB) BEAMS/COLUMNS PARTITIONS CEILING BUILDING COLLATERAL PROCESS COLLATERAL LIVE LOAD 4. SNOW LOAD GROUND SNOW LOAD (Pg) FLAT ROOF SNOW LOAD (Pf) SNOW EXPOSURE FACTOR (Ce) RISK CATEGORY THERMAL FACTOR (Ct) SLOPE FACTOR (Cs) PSF PSF PSF 1 2 2 REFER TO S-030 SERIES SHEETS REFER TO S-030 SERIES SHEETS REFER TO S-030 SERIES SHEETS REFER TO S-030 SERIES SHEETS REFER TO S-030 SERIES SHEETS REFER TO S-030 SERIES SHEETS 6 PSF PSF 20 LINEAR VARIATION 12 PSF 20 PSF 63 PSF SELF-WEIGHT PSF 5 PSF 5 PSF 15 PSF 25 SEE PLAN 9.0 PSF 15.6 PSF 1.0 II 1.2 1.0 REFER TO S-040 SERIES SHEETS FOR APPLICABLE SNOW DRIFT AND ASSOCIATED WIDTHS 5. RAIN LOAD ASCE RAIN INTENSITY (i), 15 MIN. ASCE RAIN INTENSITY (i), 60 MIN. DESIGN WATER DEPTH 10.0 IN/HR*** 4.66 IN/HR*** N/A IN*** THE WATER DEPTH IS DEFINED AS THE DEPTH OF THE WATER ABOVE THE ROOF SURFACE AT THE LOCATION OF THE PRIMARY ROOF DRAINS. INCREASED WATER DEPTH RESULTING FROM THE MEMBER DEFLECTIONS HAS BEEN CONSIDERED IN THE STRUCTURAL DESIGN. ***THE RESPONSIBILITY FOR DETERMINING THE APPROPRIATE RAIN INTENSITY AND ESTABLISHING THE PRIMARY AND OVERFLOW DRAIN SIZES AND CONFIGURATIONS TO ENSURE THE DESIGN WATER DEPTH IS NOT EXCEEDED IS THE RESPONSIBILITY OF THE MECHANICAL ENGINEER. ***THE RESPONSIBILITY FOR DETERMINING THE APPROPRIATE RAIN INTENSITY AND ESTABLISHING THE EDGE OF ROOF WEIR SIZES AND LOCATIONS TO ENSURE THE DESIGN WATER DEPTH IS NOT EXCEEDED IS THE RESPONSIBILITY OF THE ARCHITECT. 5. SEISMIC SEISMIC DESIGN CATEGORY RISK CATEGORY SPECTRAL RESPONSE ACCELERATIONS SS S1 SPECTRAL RESPONSE COEFFICIENTS SDS SD1 SITE CLASS DESIGN BASE SHEAR 6. WIND LOADS BASIC ULTIMATE WIND SPEED VULT BASIC NOMINAL WIND SPEED VASD RISK CATEGORY BUILDING CATEGORY WIND EXPOSURE INTERNAL PRESSURE COEFFICIENT ELEVATION FACTOR, Ke [ELEVATION = 805' ASL] A II 0.066g 0.038g 0.034 g 0.029g B 0.01 x DL 105 MPH 81 MPH II ENCLOSED C +/-0.18 0.97 DESIGN WIND PRESSURES TO BE USED FOR EXTERIOR COMPONENT AND CLADDING MATERIALS NOT SPECIFICALLY DESIGNED BY A REGISTERED DESIGN PERSON RESPONSIBLE FOR THE DESIGN OF THE STRUCTURE. LOADS LISTED ARE SERVICE LEVEL (ASD) LOADS. LOCATION ZONE EFFECTIVE WIND AREA (SF) NOMINAL DESIGN WIND PRESSURE (PSF) 1' 1 2 3 4 5 F O O R L L A W 10 20 50 100 500 10 20 50 100 500 10 20 50 100 500 10 20 50 100 500 10 20 50 100 500 10 20 50 100 500 + 10 + 10 + 10 + 10 + 10 + 10 + 10 + 10 + 10 + 10 + 10 + 10 + 10 + 10 + 10 + 10 + 10 + 10 + 10 + 10 + 20 + 19 + 18 + 17 + 14 + 20 + 19 + 18 + 17 + 14 - 10 - 10 - 10 - 10 - 10 - 29 - 28 - 25 - 24 - 20 - 46 - 43 - 40 - 38 - 33 - 62 - 59 - 55 - 52 - 46 - 20 - 19 - 19 - 18 - 16 - 37 - 34 - 31 - 28 - 22 2. ALLOWABLE SOIL BEARING CAPACITY ISOLATED FOUNDATIONS CONTINUOUS FOUNDATIONS 3. MODULUS OF SUBGRADE REACTION (30" DIAMETER) 4. FROST DEPTH GENERAL 2500 PSF (SELECT FILL BEARING) 2500 PSF (SELECT FILL BEARING) 150 PSI/IN N/A 1. THERE MAY BE ELEMENTS IN THIS PROJECT FOR WHICH LIQUID CONTAINMENT IS REQUIRED. FOR THESE ELEMENTS THE CONCRETE AND REINFORCING STEEL HAS BEEN DESIGNED AND DETAILED TO MEET THE REQUIREMENTS OF ACI-350 & ACI-351. HOWEVER, THE CONCRETE IS ONLY PART OF THE CONTAINMENT SYSTEM. ADDITIONAL LINERS OR COATINGS ARE REQUIRED TO CREATE A LIQUID TIGHT SYSTEM. SEE THE ARCHITECTURAL DRAWINGS FOR THE SPECIFICATION OF ADDITIONAL REQUIREMENTS. FAILURE TO INSTALL A PROPER LINER/COATING SYSTEM WILL RESULT IN A SYSTEM THAT IS NOT LIQUID TIGHT AND COULD CONTAMINATE THE SOIL. REINFORCEMENT 1. 2. THE CONTRACTOR SHALL ENSURE THAT ALL CONSTRUCTION LOADS DO NOT EXCEED THE DESIGN LIVE LOADS INDICATED ON THE STRUCTURAL DRAWINGS AND THAT THESE LOADS ARE NOT PUT ON THE STRUCTURAL MEMBERS PRIOR TO THE TIME THAT ALL FRAMING MEMBERS AND THEIR CONNECTIONS ARE IN PLACE. THE OWNER AND ARCHITECT/PRIME SHALL EXAMINE THE STRUCTURE AND INFORM THE STRUCTURAL ENGINEER IN WRITING OF ANY LOADS NOT LISTED ABOVE. NO RESERVE LIVE LOAD CAPACITY EXISTS FOR CONVERSION TO OTHER USES IF NOT NOTED ABOVE. 3. DIMENSIONS SHOWN INDICATE SPANS FOR WHICH MEMBERS ARE STRUCTURALLY ADEQUATE. THE CONTRACTOR SHALL COORDINATE AND CONFIRM ALL DIMENSIONS. CONTRACTOR SHALL INCLUDE IN HIS BID THE COSTS OF DIMENSIONAL COORDINATION AND CONFIRMATION. COORDINATE ALL OPENINGS, SUPPORT SYSTEMS, DUCTWORK LOCATIONS, MECHANICAL ELEMENTS, SPRINKLERS, ETC, WITH STRUCTURAL ELEMENTS. CONSULT THE ENGINEER/ARCHITECT AND OBTAIN APPROVAL PRIOR TO MAKING CHANGES TO STRUCTURAL SYSTEMS. 4. THESE DRAWINGS AND SPECIFICATIONS ARE A PERFORMANCE SPECIFICATION. PROVIDE ALL LABOR, MATERIALS, EQUIPMENT AND SERVICES REQUIRED TO EXECUTE AND COMPLETE ALL ITEMS OF WORK AS SHOWN OR INDICATED ON THE DRAWINGS AND AS SPECIFIED IN THIS SECTION, INCLUDING INCIDENTAL ITEMS TO EFFECT A FINISHED AND COMPLETE JOB, EVEN THOUGH SUCH ITEMS ARE NOT SHOWN OR PARTICULARLY MENTIONED ON THE CONSTRUCTION DOCUMENTS. 5. SEE ARCHITECTURAL DRAWINGS FOR ELEVATIONS NOT SHOWN AND FOR EXACT LOCATIONS OF ALL SLAB DEPRESSIONS. THE CONTRACTOR SHALL COMPARE THE STRUCTURAL SECTIONS WITH THE ARCHITECTURAL SECTIONS AND REPORT ANY DISCREPANCIES TO THE ARCHITECT PRIOR TO FABRICATING OR INSTALLING STRUCTURAL MEMBERS. 6. SEE ARCHITECTURAL DRAWINGS OR SPECIFICATIONS FOR ANY FIREPROOFING REQUIREMENTS OF STRUCTURAL MEMBERS. THE THICKNESS OF FIREPROOFING ON STRUCTURAL MEMBERS SHALL BE INCREASED AS REQUIRED TO COMPENSATE FOR THE ACTUAL W/D RATIO OF THE MEMBER IN ACCORDANCE WITH UL REQUIREMENTS. 7. THE DESIGN, ADEQUACY AND SAFETY OF ERECTION BRACING, SHORING, TEMPORARY SUPPORTS, ETC. IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. 8. ERECTION AND BRACING OF STEEL STRUCTURES SHALL COMPLY WITH THE LIMITS AND RECOMMENDATIONS OF THE CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, LATEST EDITION OF THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION. PROVIDE BRACING WHEREVER NECESSARY TO TAKE CARE OF ALL LOADS TO WHICH THE STRUCTURE MAY BE SUBJECTED, INCLUDING EQUIPMENT AND THE OPERATION OF THE SAME. 9. THE DETAILS SHOWN ON THE STRUCTURAL DRAWINGS DESIGNATED AS "TYPICAL DETAILS" APPLY GENERALLY TO THE DRAWINGS IN ALL AREAS WHERE CONDITIONS ARE SIMILAR TO THOSE DESCRIBED IN THE DETAILS. 10. NOTES ON THE STRUCTURAL GENERAL NOTES SHEET ARE APPLICABLE UNLESS SPECIFICALLY NOTED OTHERWISE ON THE DRAWINGS. 11. PRINCIPAL OPENINGS ARE SHOWN ON THE DRAWINGS. SEE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS FOR SLEEVES, CURBS, INSERTS AND OTHER OPENINGS NOT SHOWN. THE CONTRACTOR SHALL PROVIDE FOR ALL OPENINGS, WHETHER SHOWN ON THE STRUCTURAL DRAWINGS OR NOT. SIZE AND LOCATION OF ALL OPENINGS SHALL BE VERIFIED WITH THE MECHANICAL AND ELECTRICAL CONTRACTORS. ANY DEVIATION FROM OPENINGS SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE BROUGHT TO THE ENGINEER'S ATTENTION FOR APPROVAL PRIOR TO FABRICATION OR INSTALLATION OF STRUCTURAL MEMBERS. RESPONSIBILITIES OF DELEGATED ENGINEER 1. 2. 3. THE STRUCTURAL ENGINEERING, DESIGN AND DETAILING OF CERTAIN STRUCTURAL COMPONENTS AND STRUCTURAL SYSTEMS MAY BE DELEGATED. THE DELEGATED ENGINEER OF EACH SHALL BE A PROFESSIONAL ENGINEER LICENSED IN THE PROJECT STATE. BY SIGNING AND SEALING THEIR STRUCTURAL DRAWINGS AND/OR CALCULATIONS, THE DELEGATED ENGINEER ACCEPTS RESPONSIBILITY FOR THEIR DESIGN. A STRUCTURAL COMPONENT IS DEFINED AS AN INDIVIDUAL STRUCTURAL MEMBER. A STRUCTURAL SYSTEM IS DEFINED AS AN ASSEMBLY OF STRUCTURAL COMPONENTS, INCLUDING, BUT NOT LIMITED TO, PRE-FABRICATED OR PRE-ENGINEERED STRUCTURES. THE STRUCTURAL ENGINEER OF RECORD WILL REVIEW SUBMITTALS PREPARED BY THE DELEGATED ENGINEER FOR GENERAL CONFORMANCE, GENERAL ARRANGEMENT, AND LOADING. SUCH REVIEW BY THE STRUCTURAL ENGINEER OF RECORD DOES NOT IMPLY RESPONSIBILITY FOR THE DESIGN OF THE DELEGATED STRUCTURAL COMPONENT OR STRUCTURAL SYSTEM. 4. EACH STRUCTURAL COMPONENT AND STRUCTURAL SYSTEM SHALL BE DESIGNED IN ACCORDANCE WITH THE REFERENCED CODE AND ITS APPLICABLE SPECIFICATIONS AND/OR CODES OF STANDARD PRACTICE. 5. DESIGN OF DELEGATED STRUCTURAL COMPONENTS AND STRUCTURAL SYSTEMS MAY INCLUDE, BUT IS NOT LIMITED TO: STEEL CONNECTIONS NOT FULLY DETAILED ON THE DESIGN DOCUMENTS, STEEL JOISTS AND GIRDERS, STEEL STAIRS, STEEL HANDRAILS AND GUARDRAILS, PRECAST PANELS/MEMBERS, EQUIPMENT ANCHORAGE, PREFABRICATED STRUCTURES, PRE-ENGINEERED METAL BUILDINGS AND/OR STRUCTURES, LIGHT GAUGE METAL STUDS, CURTAIN WALL SYSTEMS, DUST COVERS, DEEP FOUNDATION ELEMENTS (PILES/SHAFTS/ETC.), SPECIALTY CONCRETE SLABS, EQUIPMENT FOUNDATIONS, MASS CONCRETE EVALUATION (AND CORRESPONDING PROCEDURES), WOOD TRUSSES, LIGHT GAUGE METAL TRUSSES AND SITE RETAINING WALLS. BUILDING INFORMATION MODEL 1. 2. A BIM MODEL OF THE BUILDING STRUCTURE MAY HAVE BEEN PROVIDED FOR THIS PROJECT. IN ALL CASES THE INFORMATION SHOWN ON THE STRUCTURAL DRAWINGS TAKE PRECEDENCE OVER THE INFORMATION IN THE BIM MODEL. THE BIM MODEL IS A PARTIAL REPRESENTATION OF THE BUILDING STRUCTURE AND DOES NOT INCLUDE ALL STRUCTURAL ELEMENTS. ADDITIONALLY MODELED STRUCTURAL ELEMENTS MAY NOT MATCH THOSE SHOWN ON THE STRUCTURAL DRAWINGS AND THE MODELED GEOMETRY MAY NOT MATCH THE CONSTRUCTED GEOMETRY. 3. USE OF CAD FILES, EITHER CREATED BY THE BIM MODEL OR DIRECTLY IN AUTOCAD, FOR ANY REASON, IS AT THE SOLE RISK AND LIABILITY OF THE USER. IN THE EVENT OF CONFLICT, STRUCTURAL DRAWINGS (HARD COPIES OR PDFS) SHALL GOVERN OVER ELECTRONIC CAD FILES. SHOP DRAWING SUBMITTALS 1. ON APPLICABLE SUBMITTALS, SHOP DRAWING PLANS SHALL MATCH THE LAYOUT AND EXTENTS OF THE FOUNDATION AND FRAMING PLANS AS SHOWN ON THE STRUCTURAL DRAWINGS AS THIS EXPEDITES THE REVIEW PROCESS. 2. SHOP DRAWINGS SHALL NOT BE REVIEWED UNLESS CHECKED BY THE FABRICATOR AND APPROVED BY THE CONTRACTOR. 4. 5. THE CONTRACTOR SHALL PROVIDE A MINIMUM OF 5 FULL BUSINESS DAYS IN THE CONSTRUCTION SCHEDULE FOR THE ENGINEER'S REVIEW OF EACH SUBMITTAL. THE 5 DAYS BEGINS THE BUSINESS DAY AFTER THE ENGINEER'S RECEIPT OF THE SUBMITTAL. NOTE THAT THE SIZE AND COMPLEXITY OF SOME SUBMITTALS MAY REQUIRE AN ADDITIONAL 5 BUSINESS DAYS OF REVIEW TIME. THE ENGINEER WILL INFORM THE CONTRACTOR AS SOON AS POSSIBLE IF 10 FULL BUSINESS DAYS WILL BE NECESSARY TO COMPLETE THE REVIEW. IF THE SIZE AND COMPLEXITY OF THE PROJECT WARRANTS SEQUENCING OF THE CONSTRUCTION AND/OR SUBMITTALS THEN THE CONTRACTOR SHALL SUBMIT THE SEQUENCES IN ORDER OF REVIEW PRIORITY. IF MULTIPLE SEQUENCE SUBMITTALS ARE RECEIVED AT THE SAME TIME (OR OVERLAPS) THEN THE REVIEW TIME NECESSARY FOR EACH SUBSEQUENT SEQUENCE BEGINS THE BUSINESS DAY AFTER RETURNING THE HIGHER PRIORITIZED SUBMITTAL. CONCRETE 1. PROVIDE CONCRETE MEETING THE REQUIREMENTS OF THE CONCRETE DESIGN CHART BELOW: CONCRETE DESIGN CHART ACI 318-19 CONCRETE USAGE EXPOSURE CATEGORY COMPRESSIVE STRENGTH AT 28-DAYS MAXIMUM WATER/CEMENT RATIO AIR CONTENTA SLUMP LIMITSB (+ _)1" FOOTINGS & INTERIOR PIERS F0, S0, W1, C1 3,000 PSI WALLS & PERIMETER PIERS F2, S0, W1, C1 4,500 PSI INTERIOR SLAB-ON-GRADE F0, S0, W0, C0 3,500 PSI ELEVATED SLABS F0, S0, W0, C0 3,500 PSI INTERIOR LOW PERM. CONCRETEC F0, S0, W2, C1 4,000 PSI EXTERIOR LOW PERM. CONCRETEC F3, S0, W2, C2 5,000 PSI ALL OTHER CONCRETE NOT SUBJECT TO FREEZE-THAW CYCLE F0, S0, W0, C1 3,000 PSI ALL OTHER CONCRETE SUBJECT TO FREEZE-THAW CYCLE F3, S0, W1, C2 5,000 PSI TILT PANELS F2, S0, W1, C1 4,500 PSI 0.55 0.45 0.50 0.50 0.45 0.40 0.55 0.40 0.45 3% MAX. 6% (+ _) 1.5% 3% MAX. 3% MAX. 3% MAX. 6% (+ _) 1.5% 3% MAX. 6% (+ _) 1.5% 3% MAX 4" 4" 4" 4" 4" 4" 4" 4" 4" 1. REINFORCING BARS SHALL CONFORM TO ASTM A615 OR A706, GRADE 60. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 AND SHALL BE PROVIDED IN SHEETS ONLY. 2. DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL BE IN ACCORDANCE WITH ACI DETAILING MANUAL, SP-66, THE CRSI MANUAL OF STANDARD PRACTICE AND ACI 318. 3. REINFORCING SHALL NOT BE HEATED OR WELDED. 4. PROVIDE THE FOLLOWING CONCRETE COVER FOR REINFORCEMENT (UNLESS NOTED OTHERWISE ON DRAWINGS): CONCRETE COVER NOT EXPOSED EXPOSED TO WEATHER OR EARTH CAST AGAINST EARTH BEAMS COLUMNS FOOTINGS WALLS PIERS SLABS-ON-GRADE ELEVATED SLABS TILT-UP WALL PANELS 1 1/2" 1 1/2" -- 1 1/2" 1 1/2" 1 1/2" 1" 1" 2" 2" 2" 2" 2" 2" 2" 1" 3" -- 3" 3" -- 3" -- -- 5. REINFORCING STEEL SHALL HAVE DEVELOPMENT LENGTHS AND SPLICE LENGTHS AS SHOWN IN THE FOLLOWING TABLE UNLESS OTHERWISE SHOWN ON THE DRAWINGS. DEVELOPMENT AND SPLICE LENGTH FOR REINFORCING BARS WITH 1.0 IN OF COVER. 3,000 PSI CONCRETE 3,500 PSI CONCRETE 4,000 PSI CONCRETE 4,500 PSI CONCRETE DEVELOPMENT LENGTH (INCHES) SPLICE LENGTH (INCHES) DEVELOPMENT LENGTH (INCHES) SPLICE LENGTH (INCHES) DEVELOPMENT LENGTH (INCHES) SPLICE LENGTH (INCHES) DEVELOPMENT LENGTH (INCHES) SPLICE LENGTH (INCHES) 12 14 20 27 44 55 13 18 26 35 57 72 12 13 19 25 41 51 12 16 24 33 53 66 12 12 17 24 38 48 12 15 23 31 50 62 12 12 16 22 36 45 12 14 21 29 47 59 BAR SIZE 3 4 5 6 7 8 *NOTE: WHEN THE REINFORCEMENT IS LOCATED ABOVE 12" FROM THE BOTTOM OF A MEMBER, THE DEVELOPMENT LENGTH AND SPLICE LENGTH IN THE CHART ABOVE MUST BE MULTIPLIED BY 1.3 DEVELOPMENT AND SPLICE LENGTH FOR REINFORCING BARS WITH 1.5 IN AND GREATER OF COVER. 3,000 PSI CONCRETE 3,500 PSI CONCRETE 4,000 PSI CONCRETE 4,500 PSI CONCRETE DEVELOPMENT SPLICE DEVELOPMENT SPLICE DEVELOMENT SPLICE DEVELOPMENT SPLICE LENGTH LENGTH LENGTH LENGTH LENGTH LENGTH LENGTH LENGTH (INCHES) (INCHES) (INCHES) (INCHES) (INCHES) (INCHES) (INCHES) (INCHES) 12 14 17 20 33 42 51 63 75 13 18 22 26 43 54 66 81 97 12 13 16 19 31 39 47 58 69 12 16 20 24 40 50 61 75 90 12 12 15 18 29 36 44 54 65 12 15 19 23 37 47 58 70 84 12 12 14 17 27 34 42 51 61 12 14 18 21 35 44 54 66 79 BAR SIZE 3 4 5 6 7 8 9 10 11 AND DIAGRAM UNLESS SHOWN ON DRAWINGS. HOOK LENGTHS 3,000 PSI CONCRETE 3,500 PSI CONCRETE 4,000 PSI CONCRETE 4,500 PSI CONCRETE BAR SIZE HOOK DEVELOPMENT HOOK DEVELOPMENT HOOK DEVELOMENT HOOK DEVELOPMENT LENGTH (ldh) LENGTH (ldh) LENGTH (ldh) LENGTH (ldh) (INCHES) (INCHES) (INCHES) (INCHES) 3 4 5 6 7 8 9 10 11 6 8 10 12 14 16 18 20 22 6 8 9 11 13 15 17 19 21 6 7 9 10 12 14 15 17 19 6 7 8 10 11 13 15 16 18 4db 5db No. 3 through No. 8 No. 9 through No. 11 4db 5db No. 3 through No. 8 No. 9 through No. 11 b d b d 2 1 b d 4db ≥ CRITICAL SECTION Ldh CRITICAL SECTION Ldh 3. REPRODUCTION OF STRUCTURAL DRAWINGS FOR SHOP DRAWINGS WILL NOT BE PERMITTED OR ACCEPTED. 6. REINFORCING STEEL SHALL HAVE HOOK DEVELOPMENT LENGTHS AND HOOK RETURNS AS SHOWN IN THE FOLLOWING TABLE *NOTE: WHEN THE REINFORCEMENT IS LOCATED ABOVE 12" FROM THE BOTTOM OF A MEMBER, THE DEVELOPMENT LENGTH AND SPLICE LENGTH IN THE CHART ABOVE MUST BE MULTIPLIED BY 1.3 SPECIFICATION. OPEN WEB JOISTS AND JOIST GIRDERS A. HILTI HIT-HY 200 V3 ADHESIVE ANCHORING SYSTEM WITH HAS THREADED ROD B. SIMPSON STRONG-TIE SET-3G WITH THREADED ROD C. DEWALT AC200+ WITH THREADED ROD MECHANICAL ANCHORS INTO CONCRETE A. HILTI KWIK BOLT-TZ2 EXPANSION ANCHORS B. HILTI KWIK HUS-EZ SCREW ANCHORS C. SIMPSON STRONG-TIE STRONG BOLT 2 WEDGE ANCHORS D. SIMPSON STRONG-TIE TITEN HD SCREW ANCHORS E. DEWALT POWER-STUD + SD1/SD2/SD4/SD6 WEDGE ANCHORS F. DEWALT SCREW-BOLT+ SCREW ANCHOR REBAR DOWELING INTO CONCRETE A. HILTI HIT-RE 500 V3 EPOXY ADHESIVE ANCHORING SYSTEM WITH CONTINUOUSLY DEFORMED REBAR B. SIMPSON STRONG-TIE ET-3G WITH CONTINUOUSLY DEFORMED REBAR C. DEWALT PURE110+ WITH CONTINUOUSLY DEFORMED REBAR ADHESIVE ANCHORS INTO SOLID GROUTED MASONRY A. HILTI HIT HY-270 MASONRY ADHESIVE ANCHORING SYSTEM WITH HILTI HAS CONTINUOUSLY THREADED ROD OR CONTINUOUSLY DEFORMED STEEL REBAR B. SIMPSON STRONG-TIE ET-3G WITH CONTINUOUSLY THREADED ROD OR CONTINUOUSLY DEFORMED STEEL REBAR C. DEWALT AC100+ GOLD WITH COUNTINUOUSLY THREADED ROD OR CONTINOUSLY DEFORMED STEEL REBAR MECHANICAL ANCHORS INTO SOLID GROUTED MASONRY A. HILTI KWIK BOLT-TZ2 EXPANSION ANCHORS B. HILTI KWIK HUS-EZ SCREW ANCHOR C. SIMPSON STRONG-TIE WEDGE ALL ANCHORS D. SIMPSON STRONG-TIE TITEN HD SCREW ANCHORS E. DEWALT POWER-STUD + SD1/SD2/SD4/SD6 WEDGE ANCHORS F. DEWALT SCREW-BOLT+ SCREW ANCHOR ADHESIVE ANCHORING SYSTEM INTO HOLLOW MASONRY A. HILTI HIT HY-270 MASONRY ADHESIVE ANCHORING SYSTEM SHALL CONSIST OF A HILTI HAS CONTINUOUSLY THREADED ROD AND THE APPROPRIATELY SIZED SCREEN TUBE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS B. SIMPSON STRONG-TIE ET SYSTEM SHALL CONSIST OF A CONTINUOUSLY THREADED ROD AND THE APPROPRIATELY SIZED OPTI-MESH SCREEN INSTALLED PER MANUFACTURER'S RECOMMENDATIONS C. DEWALT AC100+ GOLD SYSTEM SHALL CONSIST OF A CONTINUOUSLY THREADED ROD AND THE APPROPRIATELY SIZED SCREEN TUBE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS 3. SUBSTITUTION REQUESTS FOR ALTERNATE PRODUCTS MUST BE APPROVED IN WRITING BY THE STRUCTURAL ENGINEER OF RECORD PRIOR TO USE. CONTRACTOR SHALL PROVIDE CALCULATIONS DEMONSTRATING THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING THE PERFORMANCE VALUES OF THE SPECIFIED PRODUCT. SUBSTITUTIONS WILL BE EVALUATED BY THEIR HAVING ICC ESR SHOWING COMPLIANCE WITH THE RELEVANT BUILDING CODE FOR SEISMIC USES, LOAD RESISTANCE, INSTALLATION CATEGORY AND AVAILABILITY OF COMPRESSIVE INSTALLATION INSTRUCTIONS. ADHESIVE ANCHOR EVALUATION WILL ALSO CONSIDER CREEP, IN-SERVICE TEMPERATURE AND INSTALLATION TEMPERATURE. 4. POST INSTALLED ANCHORS MUST BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S PRINTED INSTALLATION INSTRUCTIONS. 5. THE CONTRACTOR SHALL ARRANGE AN ANCHOR MANUFACTURER'S REPRESENTATIVE TO PROVIDE ONSITE INSTALLATION TRAINING FOR ALL OF THEIR ANCHORING PRODUCTS SPECIFIED UNLESS INSTALLER PROVIDES PROOF OF PRIOR TRAINING. THE CONTRACTOR MUST RECEIVE DOCUMENTED CONFIRMATION THAT ALL PERSONNEL WHO INSTALL ANCHORS ARE TRAINED PRIOR TO THE COMMENCEMENT OF INSTALLING ANCHORS. 6. ANCHOR CAPACITY IS DEPENDENT UPON SPACING BETWEEN ADJACENT ANCHORS AND PROXIMITY OF ANCHORS TO EDGE OF CONCRETE. INSTALL ANCHORS IN ACCORDANCE WITH SPACING AND EDGE CLEARANCES INDICATED ON THE DRAWINGS. 7. EXISTING REINFORCING BARS IN THE CONCRETE STRUCTURE MAY CONFLICT WITH SPECIFIC ANCHOR LOCATIONS. UNLESS NOTED ON THE DRAWINGS THAT THE BARS CAN BE CUT, THE CONTRACTOR SHALL REVIEW THE EXISTING STRUCTURAL DRAWINGS AND SHALL UNDERTAKE TO LOCATE THE POSITION OF THE REINFORCING BARS AT THE LOCATIONS OF THE CONCRETE ANCHORS, BY GPR, X-RAY, CHIPPING OR OTHER MEANS. 8. ADHESIVE ANCHOR REQUIREMENTS A. ANCHORS MUST NOT BE INSTALLED UNTIL CONCRETE IS 21 DAYS OF AGE B. CONCRETE TEMPERATURE DURING ANCHOR INSTALLATION MUST NOT EXCEED 110°F (SHORT TERM) AND 80°F (LONG TERM) C. CONCRETE MUST BE DRY AT THE TIME OF ANCHOR INSTALLATION D. HOLES MUST BE DRILLED WITH A HAMMER DRILL AND CARBIDE BIT E. FOR HORIZONTAL, UPWARDLY INCLINED AND OVERHEAD INSTALLATIONS, THE INSTALLER MUST BE CERTIFIED BY AN ACI/CRSI ADHESIVE ANCHOR INSTALLER CERTIFICATION PROGRAM OR EQUIVALENT STRUCTURAL STEEL 1. 2. ALL STRUCTURAL STEEL WORK SHALL CONFORM TO THE LATEST "SPECIFICATION FOR STRUCTURAL STEEL BUILDING" AND THE LATEST STEEL CONSTRUCTION MANUAL, LOAD AND RESISTANCE FACTOR DESIGN. ALL STRUCTURAL STEEL WIDE FLANGE MEMBERS AND COLUMN BASE PLATES SHALL BE ASTM A992 OR A572 GRADE 50. ALL OTHER PLATES, ANGLES AND CHANNELS, SHALL CONFORM TO ASTM A36, A572 GRADE 50, OR A992. 3. STEEL PIPE SHALL CONFORM TO ASTM A53, GRADE B (Fy = 35 KSI). ROUND HSS SHAPES SHALL CONFORM TO ASTM A500, GRADE B (Fy = 42 KSI). 2. BEAM CONNECTIONS SHALL BE DESIGNED TO ACHIEVE BEAM REACTIONS INDICATED ON THE STRUCTURAL DESIGN DOCUMENTS. IF A BEAM DOES NOT INDICATE A NUMBER OF HEADED STUDS (WHICH WOULD INDICATE COMPOSITE BEAM DESIGN) AND IF NO BEAM REACTION IS INDICATED ON THE STRUCTURAL DESIGN DOCUMENT, THEN EACH BEAM CONNECTION SHALL BE DESIGNED TO SUPPORT 1/2 THE TOTAL UNIFORM LOAD CAPACITY OF SAID BEAM (BEAM TO BE CONSIDERED FULLY LATERALLY SUPPORTED). 3. 4. 5. 6. IF BEAMS ARE DESIGNED AS COMPOSITE BEAMS AND NO REACTIONS ARE SHOWN ON THE DESIGN DOCUMENTS THEN CONTACT STRUCTURAL ENGINEER FOR BEAM REACTIONS. IF THE CONNECTION DETAILER/DESIGNER IS UNABLE TO PROVIDE A CONNECTION THAT IS CAPABLE OF SUPPORTING THE BEAM END REACTION, THEN THIS CONNECTION FAILURE MUST BE CLEARLY SHOWN IN THE APPROVAL SHOP DRAWING SUBMITTED TO THE STRUCTURAL ENGINEER. ALL BOLTS SHALL BE MANUFACTURED IN THE UNITED STATES OR CANADA. ALL BOLTED CONNECTIONS SHALL BE MADE WITH 3/4" DIAMETER OR LARGER HIGH-STRENGTH BOLTS. PERMITTED BOLTS ARE AS FOLLOWS: GROUP 120 BOLTS - ASTM F3125 GRADES A325 AND F1852 (A325TC) GROUP 144 BOLTS - ASTM F3148 (TNA FIXED-SPLINE) GROUP 150 BOLTS - ASTM F3125 GRADES A490 AND F2280 (A490TC) 7. CONNECTIONS OF W, C, MC, L, 2L AND WT STRUCTURAL SHAPES SHALL HAVE THE FOLLOWING MINIMUM NUMBER OF BOLTS: MINIMUM NUMBER OF BOLTS REQUIRED AT EACH END STRUCTURAL SHAPE W6, W8, W10 C3 THRU C10 MC3 THRU MC10 L, 2L WT (FLANGE) W12, W14 C12, C15 MC12, MC13 W16, W18 MC18 W21, W24 W27, W30 W33, W36, W40 MIN. NO. BOLTS (2) (3) (4) (6) (8) (9) 8. UNLESS NOTED ON STRUCTURAL DRAWINGS OR OTHERWISE PERMITTED BY THE STRUCTURAL ENGINEER OF RECORD, THE FOLLOWING BOLTS SHALL BE USED FOR THE EACH CONDITION: TYPICAL STRUCTURAL CONNECTIONS • ALL CONNECTIONS SHALL BE FULLY TENSIONED, U.N.O., AND SHALL UTILIZE ONE OF THE FOLLOWING CONNECTIONS WHERE PERMITTED: TENSION-CONTROLLED (TC), TWIST-OFF SPLINE GRADE F1852 (A325TC) OR F2280 (A490TC) BOLTS. GALVANIZED OR OTHER COATED CONNECTIONS • GRADES A325 OR A490 BOLTS, FULLY TENSIONED UTILIZING TURN OF THE NUT TIGHTENING METHOD IS PERMITTED. • FULLY TENSIONED, F3148 (TNA FIXED-SPLINE) BOLTS ARE PERMITTED. • TC (TWIST-OFF SPLINE) BOLTS ARE NOT PERMITTED. WALL GIRTS • 5/8" DIAMETER HIGH STRENGTH BOLTS ARE REQUIRED, INCLUDING AT CONNECTIONS TO THE COLUMN SUPPORTS AND AT LAP SPLICES. • AT COLD-ROLLED WALL GIRTS (Z-GIRT AND C-GIRT) AND AT HOT-ROLLED WALL GIRTS (CHANNELS, WIDE FLANGES, HSS), TC (TWIST-OFF SPLINE) BOLTS ARE REQUIRED. • CONNECTIONS MUST BE FULLY TENSIONED. JOIST AND JOIST GIRDERS • GRADES A325 BOLTS IN SNUG TIGHT CONDITION ARE PERMITTED. • TC (TWISH-OFF SPLINE) BOLTS ARE PERMITTED BUT MUST BE FULLY TENSIONED. WHERE A325 OR A490 BOLTS ARE DENOTED IN STRUCTURAL DRAWINGS, UTILIZE THE TIGHTEN CONDITIONS AND METHODS DESCRIBED ABOVE. 9. GIRTS SHALL BEAR ON (NOT SUSPEND FROM) THEIR SUPPORTS PRIOR TO ALIGNMENT AND BOLTING. 10. ALL BOLTS MUST BE INSTALLED AS SHOWN ON THE STRUCTURAL DRAWINGS AND THE STEEL SHOP DRAWINGS. NO EMPTY HOLES ARE PERMITTED WITHOUT WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER. 11. USE OF WASHERS IN BOLTED CONNECTIONS: HARDENED WASHERS ARE REQUIRED UNDER TURNED ELEMENT FOR ALL BOLTED CONNECTIONS, EXCEPT AS MODIFIED FOR SLOTTED CONNECTIONS. SLOTTED HOLES IN SNUG TIGHT CONNECTIONS: WHEN A SLOTTED HOLE OCCURS IN AN OUTER PLY, AN ASTM F436 WASHER OR 5/16" THICK COMMON PLATE WASHER SHALL BE USED AS REQUIRED TO COMPLETELY COVER THE HOLE. SLOTTED HOLES IN PRE-TENSIONED AND SLIP-CRITICAL BOLTED CONNECTIONS: WHEN AN OVERSIZED OR SLOTTED HOLE OCCURS IN AN OUTER PLY, THE WASHER REQUIREMENTS SHALL BE GIVEN IN TABLE 6.1. THE WASHER USED SHALL BE OF SUFFICIENT SIZE TO COMPLETELY COVER THE HOLE. ASTM DESIGNATION NOMINAL BOLT DIAMTER, db1 IN. HOLE TYPE IN OUTER PLY OVERSIZED SHORT-SLOTTED LONG-SLOTTED 4. SQUARE AND RECTANGULAR HOLLOW STRUCTURAL SECTIONS (HSS) SHALL CONFORM TO ASTM A500, GRADE C (Fy = 50 KSI). GROUP 120 1/2" - 1 1/2" 5. ANCHOR RODS SHALL BE ASTM F1554 HEADED RODS (REFER TO DRAWINGS FOR STRENGTH REQUIREMENTS). PROVIDE HEAVY HEX NUTS AND WASHERS COMPLYING WITH THE REQUIREMENTS OF TABLE 14-2 IN THE AISC STEEL CONSTRUCTION MANUAL UNLESS THICKER AND/OR LARGER WASHERS ARE NOTED ON THE DRAWINGS. HOLE DIAMETER IN WASHERS SHALL BE THE ANCHOR ROD DIAMETER + 1/16". IN LIEU OF HEADED RODS, THREADED RODS WITH A HEAVY HEX NUT FULLY ENGAGED AND TACK WELDED TO THE EMBEDDED END MAY BE USED. GROUP 144 AND 150 < 1 > 1 ASTM F436a 5/16" THICK PLATE WASHER OR CONTINUOUS BAR ASTM F436a,b,c EXTRA THICK ASTM F436 WASHER WITH EITHER A 3/8" THICK PLATE WASHER OR CONTINUOUS BAR 6. COORDINATE ALL OPENINGS AND DIMENSIONS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. FIELD CONFIRM ALL 12. WELDING SHALL BE DONE BY CERTIFIED WELDERS. ALL WELDED CONNECTIONS SHALL COMPLY WITH THE REQUIREMENTS OF DIMENSIONS. AWS D.1.1/D.1.M AND SHALL BE MADE WITH LOW HYDROGEN E70XX ELECTRODES. 7. PROTECT ALL STEEL BELOW GRADE BY ENCASING IN CONCRETE OR PAINTING WITH BITUMASTIC PAINT. 13. WELDS SHOWN ON STRUCTURAL DRAWINGS ARE MINIMUM DESIGN REQUIREMENTS. THE FABRICATORS SHOP DRAWINGS 8. GALVANIZING OF STEEL MEMBERS SHALL CONFORM TO ASTM A123 AND STEEL FASTENERS SHALL CONFORM TO A153. 9. STEEL ENCASED IN CONCRETE (EXCEPT COLUMN BASES) OR WITH CEMENTITIOUS FIREPROOFING SHALL NOT BE PAINTED. SHALL REFLECT WELDS IN ACCORDANCE WITH AWS REQUIREMENTS. 14. WHEN WELDS ARE NOT CALLED OUT ON DRAWINGS, THEY ARE MINIMUM SIZE CONTINUOUS FILLET WELDS IN ACCORDANCE WITH AWS D1.1. FILLET WELDS NOT SPECIFIED AS TO LENGTH SHALL BE CONTINUOUS. PROVIDE FILLET WELDS AT ALL CONTACT JOINTS BETWEEN STEEL MEMBERS. 10. ALL EXTERIOR STRUCTURAL STEEL, INCLUDING ANCHOR RODS AND EMBED PLATES, SHALL BE GALVANIZED, UNLESS NOTED OTHERWISE. 15. ONLY ONE GRADE IS PERMITTED PER BOLT DIAMETER. 11. THE MINIMUM FILLET WELD SIZE SHALL MEET THE REQUIREMENTS OF TABLE J2.4 IN THE CODE REFERENCED AISC 360 BUILDING ERECTION 1. STEEL JOISTS AND JOIST GIRDERS SHALL BE DESIGNED, FABRICATED AND ERECTED IN ACCORDANCE WITH THE MOST CURRENT STANDARD SPECIFICATION OF THE STEEL JOIST INSTITUTE. 2. WELD ENDS OF EACH JOIST TO ITS SUPPORT WITH TWO 1/4" FILLET WELDS 2" LONG UNLESS NOTED OTHERWISE. 3. THE CONTRACTOR IS RESPONSIBLE TO COORDINATE THE CONSTRUCTION AND ERECTION OF MASONRY WALLS, STEEL JOISTS AND STEEL DECKING TO ENSURE COMPATIBILITY OF ROOF SYSTEMS AND WALL SYSTEMS WHEN CONSIDERING PITCH AND CAMBER OF STEEL JOISTS. 4. NO ATTACHMENT SHALL BE MADE TO A STEEL JOIST THAT PRODUCES TORSION IN THE JOIST MEMBER. ATTACHMENTS WHICH IMPART A HORIZONTAL FORCE ON THE JOIST SHALL NOT BE MADE AT ANY LOCATION OTHER THAN AT THE JOIST TOP CHORD/DECK INTERFACE UNLESS A STRUT IS PROVIDED WHICH TRANSFERS THE HORIZONTAL FORCE FROM THE POINT OF APPLICATION TO THE TOP CHORD OF THE NEXT ADJACENT JOIST. 5. CONTRACTOR SHALL VERIFY LOCATIONS, PLAN DIMENSIONS, WEIGHT, WEIGHT DISTRIBUTION AND ROOF OPENING SIZE AND LOCATION FOR ALL MECHANICAL UNITS AND CONCENTRATED LOADS SUPPORTED BY STEEL JOISTS. STEEL JOISTS SHALL BE MODIFIED AND STRENGTHENED AS REQUIRED TO SAFELY SUPPORT THESE LOADS. PROVIDE TOP CHORD BRACING WHERE DECK IS OMITTED UNDER UNITS. 6. NO SUSPENDED LOADS SHALL BE SUPPORTED FROM JOIST BRIDGING. 7. PROVIDE JOIST REINFORCEMENT IF CONCENTRATED LOADS ARE APPLIED BETWEEN PANEL POINTS OF ANY JOIST. 8. 9. THE JOIST MANUFACTURER SHALL FURNISH ALL BRIDGING AND BRACING REQUIRED TO ENSURE PROPER JOIST AND JOIST GIRDER PERFORMANCE DURING GRAVITY UPLIFT LOADING CONDITIONS. ADDITIONAL LOADS SHOWN ON JOISTS AND JOIST GIRDERS ARE IN ADDITION TO THE DEAD AND LIVE LOADS SHOWN ON PLANS. JOIST MANUFACTURER TO SIZE JOISTS AND JOIST GIRDERS TO CARRY ADDITIONAL LOADS. METAL DECK 1. ROOF DECK SHALL MEET THE REQUIREMENTS OF ASTM A653 SS GRADE 80 STEEL FOR 20 AND 22 GAUGE DECK OR ASTM A653 GRADE 50 STEEL FOR 16 AND 18 GAUGE DECK. THE MINIMUM GALVANIZING SHALL BE G30 UNLESS NOTED AS HEAVIER ON THE DRAWINGS. 2. COMPOSITE FLOOR DECK SHALL MEET THE REQUIREMENTS OF ASTM GRADE 50 STEEL. THE MINIMUM GALVANIZING SHALL BE G60 UNLESS NOTED HEAVIER ON THE DRAWINGS. 3. FLOOR DECK AND ROOF DECK SHALL BE CONTINUOUS OVER THREE SPANS AND INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. DECK SHALL BEAR 2" MINIMUM AT ALL SUPPORTS. 4. PROVIDE CONTINUOUS SUPPORT FOR DECK EDGES WHETHER SHOWN OR NOT, UNLESS NOTED OTHERWISE. 1. 2. THIS STRUCTURE IS NOT LATERALLY STABLE UNTIL ALL LATERAL LOAD RESISTING SYSTEMS ARE FULLY CONSTRUCTED. THESE LATERAL LOAD RESISTING SYSTEMS INCLUDE THE ROOF DECK, DIAPHRAGM CHORD ELEMENTS (EDGE ANGLES, EDGE ANGLE SPLICES, BOTTOM CHORD WELDS TO STABILIZER PLATES, TOP CHORD CONTINUITY PLATES, X-BRACES AND/OR SHEAR WALLS). TEMPORARY CONSTRUCTION BRACING IS REQUIRED FOR ALL STRUCTURAL ELEMENTS (STEEL STRUCTURE, PRECAST WALLS, TILT-UP WALLS, MASONRY WALLS, ETC.). THE CONTRACTOR INSTALLING EACH OF THESE SYSTEMS IS RESPONSIBLE FOR SPECIFYING, INSTALLING AND MAINTAINING THIS TEMPORARY BRACING UNTIL THE LATERAL LOAD RESISTING SYSTEM FOR THE BUILDING IS COMPLETE. 3. BOLT TENSIONING VERIFICATION IS REQUIRED UTILIZING A SKIDMORE DIRECT TENSION INDICATING DEVICE. THIS VERIFICATION MUST BE ACCOMPLISHED FOR EACH DIAMETER, LENGTH AND LOT OF BOLTS PRIOR TO THE TENSIONING OF THE BOLTS IN THE BUILDING. THIS VERIFICATION MUST BE ACCOMPLISHED WITH THE ERECTION PERSONNEL AND EQUIPMENT THAT WILL BE TENSIONING THE BOLTS IN THE BUILDING. THIS VERIFICATION MUST BE OVERSEEN BY THE SPECIAL INSPECTOR. 4. THE ENLARGING OF HOLES OR MODIFICATION OF MEMBERS IS PERMITTED ONLY WITH WRITTEN DIRECTION FROM THE STRUCTURAL ENGINEER. THE USE OF TORCH TO CREATE NEW HOLES OR ENLARGE HOLES IS NOT PERMITTED. 5. ALL BUILDING BRACES MUST BE INSTALLED IN A STRAIGHT CONDITION. STEEL STAIRS, GUARDRAILS AND HANDRAILS 1. UNLESS NOTED OTHERWISE, ALL STEEL STAIRS, GUARDRAILS AND HANDRAILS SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER LICENSED IN THE PROJECT STATE. THIS PROFESSIONAL ENGINEER SHALL DEMONSTRATE THEIR RESPONSIBILITY BY SEALING AND SIGNING THE APPROPRIATE SHOP DRAWINGS AND/OR CALCULATIONS. 2. PER ASCE 7, CHAPTER 4, STEEL STAIRS SHALL BE DESIGNED FOR A UNIFORM LIVE LOAD OF 100 PSF OR A CONCENTRATED LIVE LOAD OF 300 LBS, WHICHEVER PRODUCES THE GREATER LOAD EFFECTS. 3. GUARDRAILS AND HANDRAILS SHALL BE DESIGNED AND DETAILED IN ACCORDANCE WITH THE REFERENCED CODE AND COMPLY WITH ALL APPLICABLE OSHA STANDARDS. PROVIDE TOE GUARDS (KICK PLATES) AS REQUIRED BY OSHA. 4. THE STIFFNESS AND STRENGTH OF STAIRS HAS NOT BEEN CONSIDERED IN THE SEISMIC FORCE RESISTING SYSTEM. STAIRS SHALL BE DESIGNED TO ACCOMMODATE THE SEISMIC RELATIVE DISPLACEMENTS PER ASCE 7, CHAPTER 13. BAR GRATING 1. FABRICATE METAL BAR GRATING IN ACCORDANCE WITH THE MOST CURRENT METAL BAR GRATING MANUAL (MGB 531) AND THE HEAVY DUTY METAL BAR GRATING MANUAL (MGB 532) PUBLISHED BY THE NATIONAL ASSOCIATION OF ARCHITECTURAL METAL MANUFACTURERS. 2. PROVIDE WELDED BAR GRATING FOR STAIRS AND LANDINGS THAT IS NOT SPECIFIED ON THE DESIGN DRAWINGS SHALL BE GALVANIZED AND DESIGNED TO SUPPORT A LIVE LOAD OF 100 PSF. 3. PROVIDE PAINTED OR GALVANIZED WELDED BAR GRATING AS SPECIFIED ON THE DESIGN DRAWINGS. 5. BAND STEEL GRATING CUT-OUTS FOR EQUIPMENT AND PIPING PENETRATIONS EXCEPT FIELD CUT OPENINGS LESS THAN 6" IN DIAMETER, PROVIDE A 1" GAP BETWEEN GRATING AND OBJECT PENETRATING GRATING. GRATING PENETRATIONS FOR FLANGED PIPE SHALL BE SIZED FOR REMOVAL OF THE PIPE AND FLANGE WHILE MAINTAINING A 1" GAP. PROVIDE TWO PIECE, GALVANIZED, RAISED CLOSURE PLATE AT FLANGED PIPING. REFER TO DRAWINGS OF OTHER DISCIPLINES FOR DIMENSIONS OF EQUIPMENT AND PIPING. 1. LIGHT GAGE COLD-FORMED GIRTS SHALL HAVE MINIMUM STRENGTHS OF Fy = 57.0 KSI AND Fu = 67.7 KSI. 2. CHANNEL GIRT DESIGN IS BASED ON METAL PANEL SIDING PROVIDED LATERAL SUPPORT ON THE EXTERIOR FLANGE AND SAG RODS ON THE INTERIOR FLANGE. THE FOLLOWING REQUIREMENTS MUST BE MET: PANEL REQUIREMENTS: MATERIAL MINIMUM PANEL THICKNESS MINIMUM RIB DEPTH MAXIMUM RIB SPACING FASTENER REQUIREMENTS: SHEET METAL SCREW SIZE MAXIMUM SCREW SPACING FASTENER LOCATION MINIMUM WASHER SIZE STEEL 0.019 INCHES 1.0 INCHES 12 INCHES NO. 12 12 INCHES NEAR PANEL RIB 1/2 INCH DIAMETER INSULATION: MAXIMUM GLASS BLANKET THICKNESS 6 INCHES 3. METAL PANEL SIDING AND ITS CONNECTION DESIGN IS THE RESPONSIBILITY OF THE SUPPLIER. METAL PANEL SUBMITTAL WILL BE REVIEWED FOR DESIGN LOADS ONLY. METAL PANEL TO BE DESIGNED FOR WIND LOADS PROVIDED ON THESE DESIGN DOCUMENTS. I I N O T P R C S E D E S A E L E R T N E M U C O D E S A E L E R T N E M U C O D E S A E L E R T N E M U C O D E S A E L E R T N E M U C O D E S A E L E R T N E M U C O D E T A D 6 2 0 2 / 3 2 / 1 0 6 2 0 2 / 0 2 / 2 0 6 2 0 2 / 8 0 / 5 0 6 2 0 2 / 7 1 / 6 0 6 2 0 2 / 7 1 / 7 0 # 1 0 2 0 3 0 4 0 5 0 0 5 4 1 - 7 0 5 0 4 y k c u t n e K , n o t g n i x e L 0 0 0 5 - 1 8 2 ) 9 5 8 ( : e n o h p e l e T t e e r t S y t i l a u Q 0 1 g n i r u t c a f u n a M | e g a r e v e B & d o o F l a i c r e m m o C | l a c i t i r C n o i s s i M n o i t u b i r t s i D | e v i t o m o t u A 0 5 4 1 - 7 0 5 0 4 y k c u t n e K , n o t g n i x e L 6 6 6 8 - 4 7 4 ) 9 5 8 ( : e n o h p e l e T C S P , S E A Y A R G t e e r t S y t i l a u Q 0 1 i s r e e n g n e g n i t l u s n o c s i r r a h l d n a e e r f 3 1 4 6 - 2 5 2 ) 9 5 8 ( : e n o h p e e T l t e e r t S t r o h S t s e W 1 0 2 8 1 4 6 - 2 5 2 ) 9 5 8 ( : x a F 0 1 4 e t i u S m o c . e c h f . w w w : e t i s b e W 7 0 5 0 4 y k c u t n e K , n o t g n x e L i I I I S E T V T C A S T I F O E G D E L W O N K S R E M O T S U C ' - I ’ ' S N O T A R E P O S R E N W O M O R F S T N A T U L L O P D N A C S P , I I I S E A Y A R G Y B D E N G S E D E B O T Y T L C A F E H T N H T W D E T C U D N O C E B L L W T A H T I I I S I , I I I S E T V T C A E S O H T N I D E V L O V N I I S L A R E T A M E H T D N A , Y A R G Y B D E T C U R T S N O C I G N H T Y N A D N A , I Y L G N D R O C C A . ' E G D E L W O N K S Y A R G D N A S E A Y A R G O T R O R E P U S I E H T O T N I T N A T U L L O P Y N A F O N O T A R U T A S R O E S A E L E R I , E P A C S E , L A S R E P S D I , E G R A H C S D I R O E C A F R U S E H T O T N I R O N I , N O P U , O T N O , N O R O R E T A W F O Y D O B Y N A R O E R E H P S O M T A I E H T O T Y L P P A T O N L L A H S N E R E H Y A R G R O S E A Y A R G Y B Y T N E R R A W R O Y T U D L L A H S " T N A T U L L O P " D R O W E H T , I I N O T C E S S H T F O E S O P R U P R O F . D N A L F O E C A F R U S B U S Y N A , I I G N D N A T S H T W T O N Y R A R T N O C E H T O T S T N E M U C O D T C A R T N O C E H T N I I D E N A T N O C I G N D U L C N I , I T N A N M A T N O C R O T N A T R R I I L A M R E H T R O , S U O E S A G , I D U Q L I , I D L O S Y N A N A E M D N A S L A C M E H C I , I S L A K L A , I S D C A , S E M U F , T O O S , R O P A V , E K O M S O T D E T M L T O N T U B I I I I Y T L C A F E H T F O Y T C A P A C E H T I . E C N A T S B U S S U O D R A Z A H Y N A E D U L C N I L L A H S D N A E T S A W , E S A E L E R , E P A C S E E H T T N E V E R P O T S A O S , S T R A P S T I F O Y N A F O N G S E D E H T D N A I E L O S E H T E B L L A H S S T N A T U L L O P F O N O T A R U T A S R O L A S R E P S D I I , E G R A H C S D I . R E M O T S U C E H T F O Y T L B S N O P S E R I I I L L A F O R E N W O E L O S E H T S I Y A R G , I I G N T R W N I I D E E R G A E S W R E H T O S S E L N U : I E C T O N R E T T A M E H T N I S T E R C E S E D A R T Y N A D N A S T H G R Y P O C G N D U L C N I I I , I S T H G R Y R A T E R P O R P I I I T N E M U C O D S H T F O N O S V E R R O N O T C U D O R P E R I I , E R U S O L C S D Y N A I . I N E R E H D E N A T N O C I I D E V O R P P A Y L S U O V E R P S S E L N U D E T B H O R P Y L L A C F C E P S S I I I I I I F O E R E H T N O T R O P Y N A R O . Y A R G Y B G N T R W N I I I I I I R O F Y T L C A F G N R U T C A F U N A M W E N A E V A W T A E R G T C E J O R P S A X E T , I N T S U A DRAWN BY CHECKED BY # AM GB 05 JOB NUMBER 2025170 GENERAL NOTES SHEET NUMBER S-001 72'-0" A. ALL CONCRETE WITH AIR CONTENT LIMITED TO 3% MAXIMUM IS TO RECEIVE NO AIR ENTRAINING AGENT. 7. PROVIDE CORNER BARS AT ALL CONTINUOUS FOOTING INTERSECTIONS, WALL AND BOND BEAM CORNERS. AT A MINIMUM, HILTI X-HSN 24: 1/8" ≤ t ≤ 3/8" HILTI X-ENP 19: t ≥ 1/4" B. SLUMP MAY BE INCREASED UP TO 6" WITH THE USE OF MID-RANGE WATER REDUCING ADMIXTURE ADDED TO A MIX BARS SHALL BE THE SAME SIZE AND SPACING AS HORIZONTAL REINFORCING IN EACH DIRECTION. 5. METAL DECK IS DESIGNED FOR UNIFORM LOADS ON THE SPANS SHOWN. NO CONCENTRATED POINT OR LINE LOADS SHALL BE INDUCED ON THE METAL DECK. 4. ALL EDGES OF GRATING SHALL BE BANDED. 6. WHEN HILTI POWDER-ACTUATED FASTENERS (PAFS) ARE SPECIFIED FOR THE ROOF DECK ATTACHMENT, THE APPROPRIATE PAF SHALL BE USED DEPENDING ON THE BASE METAL (DECK SUPPORT MEMBER) THICKNESS, "t", AND SHALL BE AS FOLLOWS: THE ROOF DECK ATTACHMENT CONTRACTOR IS RESPONSIBLE FOR COORDINATING AND DETERMINING THE BASE METAL THICKNESS TO ENSURE PROPER INSTALLATION OF THE PAFS. 6. SUBMIT DIMENSIONED PLANS INDICATING ORIENTATION OF GRATING, PLACEMENT, BANDING, NOSING AND METHOD OF ATTACHMENT TO STRUCTURE FOR APPROVAL BY THE OWNER OR HIS AUTHORIZED REPRESENTATIVE PRIOR TO FABRICATION. HEADED STUDS FOR COMPOSITE BEAM CONSTRUCTION LIGHT GAGE COLD-FORMED GIRTS 8. INTERSECTING WALLS, IF POURED SEPARATELY, SHALL BE DOWELED TOGETHER WITH BARS OF THE SAME SIZE AND SPACING AS HORIZONTAL REINFORCING. 9. PROVIDE MATCHING FOUNDATION DOWELS FOR ALL VERTICAL WALL, COLUMN AND PEDESTAL REINFORCEMENT UNLESS NOTED OTHERWISE. PROVIDE STANDARD 90° HOOKS ON ENDS OF ALL DOWELS EMBEDDED IN FOUNDATIONS UNLESS NOTED OTHERWISE. 10. UNLESS NOTED OTHERWISE, OPENINGS IN CONCRETE SLABS AND WALLS SHALL BE REINFORCED AROUND THE OPENING WITH (2) #6 BARS IN EACH FACE OF ALL SIDES. BARS SHALL EXTEND 2 FEET MINIMUM BEYOND OPENING. AT CORNERS OF OPENINGS IN CONCRETE SLAB AND WALLS, PROVIDE (2) #4 DIAGONAL BARS 4'-0" LONG IN EACH FACE. 11. REINFORCING STEEL IN MASONRY SHALL HAVE DEVELOPMENT LENGTHS AND SPLICE LENGTHS EQUAL TO 72 BAR DIAMETERS UNLESS NOTED OTHERWISE SHOWN ON THE DRAWINGS. 2. SHEAR STUDS SHALL BE 3/4" Ø HEADED STUDS WITH FINISHED STUD LENGTH OF 3 1/2" FOR 5" TOTAL SLAB DEPTH AND 4 1/2" FOR 6" TOTAL DEPTH SLAB. 3. BEFORE PLACING STUDS, COUNT NUMBER OF REQUIRED STUDS AND NUMBER OF AVAILABLE DECK FLUTES. LOCATE STUDS WITH ONE STUD PER TROUGH STARTING AT EACH END OF BEAM. WHEN STUDS FILL EVERY TROUGH OF METAL DECK, REMAINING STUDS SHALL BE PLACED IN TWO OR MORE ROWS PER TROUGH STARTING FROM EACH END OF BEAM. 4. PROVIDE STUDS AT MAXIMUM SPACING OF 18" O.C., EVENLY SPACED ALONG BEAM. 5. STUDS MUST BE WELDED TO BEAM WITH A STUD WELDING GUN AS REQUIRED BY AWS D1.1, STICK WELDING IS NOT PERMITTED FOR HEADED STUDS. 1. HEADED STUDS SHALL BE SPECIFIED IN AWS D1.1/D1.1M, TYPE B SHEAR STUD CONNECTORS (Fu = 65 KSI) POSITIVE INDICATES PRESSURE DIRECTED INWARD ON THE WALL/ROOF NEGATIVE INDICATES PRESSURE DIRECTED OUTWARD ON THE WALL/ROOF 3 NOTES: ZONE 1' ZONE 1 ZONE 2 ZONE 3 ZONE 4 ZONE 5 ROOF FIELD EDGE 1 EDGE 2 CORNER WALLS FIELD WITHIN ##' OF CORNER OF BUILDING 72'-0" LINEAR INTERPOLATION BETWEEN VALUES GIVEN IN TABLE IS PERMITTED MINIMUM DESIGN LOADS FOR DUST COVERS DESIGNED BY OTHERS 12 1' 1 2 WITH A 4" SLUMP. 24'-0" 72'-0" C. SLUMP MAY BE INCREASED UP TO 8" WITH THE USE OF HIGH-RANGE WATER REDUCING ADMIXTURE ADDED TO A MIX WITH A 4" SLUMP. D. PROVIDE LOW PERMEABILITY CONCRETE AT LOCATIONS INDICATED ON STRUCTURAL DESIGN DOCUMENTS. LOW PERMEABILITY CONCRETE IS INTENDED TO BE UTILIZED IN COMBINATION WITH CONTAINMENT EPOXY COATINGS AND/OR WATER PROOFING MEMBRANES (SEE ARCHITECTURAL DESIGN DOCUMENTS FOR EPOXY COATING AND MEMBRANE SPECIFICATIONS). LOW PERMEABILITY CONCRETE BY ITSELF CANNOT PROVIDE LIQUID CONTAINMENT NOR CAN IT PREVENT WATER INFILTRATION. 1. DUST COVERS NOT DESIGNED AND DETAILED IN THE STRUCTURAL DOCUMENTS (DESIGNED BY OTHERS) SHALL NOT BE DESIGNED FOR LESS THAN THE FOLLOWING UNIFORM LOADS: 2. CONCRETE FOR INTERIOR SLABS-ON-GRADE SHALL HAVE THE FOLLOWING COMBINED AGGREGATE GRADATION: DEAD LOAD: 15 PSF 20 PSF LIVE LOAD: WELL GRADED FROM COARSEST TO FINEST WITH NOT MORE THAN 18 PERCENT AND NOT LESS THAN 8 PERCENT RETAINED ON AN INDIVIDUAL SIEVE, STARTING WITH 3/4" AGGREGATE. THE STRUCTURAL ENGINEER MAY WAIVE THESE REQUIREMENTS IF THEY DEEM THEM IMPRACTICAL. 3. FINE AGGREGATES SHALL CONSIST OF NATURAL SAND, MANUFACTURED SAND, OR A COMBINATION OF THE TWO. USE OF MANUFACTURED SAND IN SLABS-ON-GRADE REQUIRES THE PLACEMENT OF A SLAB MOCK-UP. THE MOCK-UP SHALL UTILIZE THE PROPOSED MIX DESIGN TO ENSURE THE CONCRETE CAN BE FINISHED PROPERLY AND IS ACCEPTABLE TO THE OWNER. THE MOCK-UP MAY BE PLACED IN A LOCATION OF THE BUILDING THAT IS ACCEPTABLE TO THE OWNER. 4. DESIGN AND CONSTRUCTION SHALL CONFORM TO THE "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" AND DETAILS SHALL CONFORM TO THE MANUAL OF "STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURE" BOTH THE LATEST EDITIONS BY THE AMERICAN CONCRETE INSTITUTE UNLESS NOTED OTHERWISE SHOWN OR SPECIFIED. 5. CONCRETE PLACEMENTS WHERE TEMPERATURES AND TEMPERATURE DIFFERENCES MUST BE CONTROLLED DUE TO FACTORS INCLUDING THE CONTENT AND TYPE OF CEMENTITIOUS MATERIALS, ENVIRONMENTAL SURROUNDING PLACEMENT, AND MINIMUM DIMENSION OF PLACEMENT SHOULD BE CONSIDERED AND EVALUATED BY THE CONCRETE SUPPLIER, CONCRETE MIX DESIGNER, AND THEIR ENGINEER. EVALUATION SHOULD BE CONSISTENT WITH ACI 301 CHAPTER 8 MASS CONCRETE AND ACI 207 MASS CONCRETE. TOP OF WALL VARIES, SEE CIVIL FOR TOP OF WALL ELEVATIONS " 0 - ' 1 TOP OF FOOTING = 812.10 (2FT MIN. BELOW LOWEST GRADE ELEVATION AT WALL, COORD. w/ CIVIL) " 6 . I N M 1'-4" 3/4" CHAMFER, TYPICAL APPROX. GRADE ELEVATION, SEE CIVIL 2:12 (MAX) THESE STRUCTURAL DESIGN DOCUMENTS ARE ISSUED FOR: RANGE OF MAGNITUDE PRICING GMP +/- 30% GMP COORDINATION MILL ORDER SHOP DRAWING PREPARATION PERMIT CONSTRUCTION ____________________________ I I N O T P R C S E D E S A E L E R T N E M U C O D SOIL CAP, PER GEOTECH REPORT REFER TO GEOTECHNICAL REPORT FOR ALL SPECIFIC BACKFILL RECOMMENDATIONS, DETAILS, AND COMPACTION REQUIREMENTS. BACKFILL INFORMATION SHOWN IN THIS DETAIL IS SHOWN FOR REFERENCE ONLY. FREE-DRAINING FILL, PER GEOTECH REPORT BACKFILL, PER GEOTECH REPORT " 2 R A E L C " 0 - ' 4 " 0 1 - ' 1 " 3 R A E L C BEDROCK 3" CLEAR FOUNDATION BEARING NOTES: THE RETAINING WALL FOOTING HAS BEEN DESIGNED FOR BEARING ON BEDROCK (ALLOWABLE BEARING CAPACITY = 4000psf). FIELD VERIFY BEARING CONDITIONS PRIOR TO CONSTRUCTION OF THE RETAINING WALL. CONTACT FHCE IF SOIL CONDITIONS ARE DIFFERENT THAN THE ASSUMED BEARING CONDITION. EXCAVATE ROCK IN A MANNER THAT LESSENS THE LIKELIHOOD THAT THE ROCK IS OVER-SHOT. IF THE FOUNDATION EXCAVATION IS OVER-SHOT THE LOOSE ROCK MUST BE REMOVED AND STRUCTURAL FLOWABLE FILL (f'c=1000psi, MIN) MUST BE INSTALLED UP TO THE BASE OF THE RETAINING WALL FOOTING AND TO THE FACES OF THE RETAINING WALL KEY. 2" CLEAR 2" CLEAR " 0 - ' 0 1 . X A M #6 BARS @ 10" c/c CONT., EACH FACE #7 BARS @ 8" c/c #6 BARS @ 12" c/c PROVIDE TYPICAL HORIZONTAL WALL REINFORCING AT 5" c/c IN A 4'-0" ZONE ABOVE BASE, EACH FACE PERFORATED FOUNDATION DRAIN, SEE CIVIL FOR DETAILS APPROX. GRADE ELEVATION, SEE CIVIL 2'-0" I I L V C E E S " 0 - ' 2 " 0 1 - ' 1 " 0 - ' 2 . I N M 1 S-120 S E E CIVIL 1 S-120 S E E CIVIL 1'-0" SITE RETAINING WALL FOUNDATION PLAN SEE CIVIL SITE DRAWINGS FOR LOCATION OF RETAINING WALL #7 BARS @ 8" c/c TOP & BOTTOM (13) #6 BARS, CONT. TOP & BOTTOM " 3 R A E L C BEDROCK 3" CLEAR 3" CLEAR 1'-4" #7 BARS @ 8" c/c EACH FACE (4) #6 BARS, CONT. IN KEY 8'-8" 10'-0" SECTION 1 S-102 CONTROL JOINT LOCATE AT 25FT c/c (MAX) DISCONTINUE HALF OF THE HORIZONTAL BARS AT CONTROL JOINT TYPICAL WALL CONTROL JOINT DETAIL CONSTRUCTION JOINT LAP LENGTH x1.3 FOR TOP BARS TYPICAL VERTICAL WALL CONSTRUCTION JOINT DETAIL CONSTRUCTION JOINT LAP LENGTH x1.3 FOR TOP BARS TYPICAL WALL FOOTING CONSTRUCTION JOINT DETAIL LAP LENGTH E T A D / 6 2 0 2 7 1 7 0 / # 5 0 0 5 4 1 - 7 0 5 0 4 y k c u t n e K , n o t g n i x e L 0 0 0 5 - 1 8 2 ) 9 5 8 ( : e n o h p e l e T t e e r t S y t i l a u Q 0 1 g n i r u t c a f u n a M | e g a r e v e B & d o o F l a i c r e m m o C | l a c i t i r C n o i s s i M n o i t u b i r t s i D | e v i t o m o t u A 0 5 4 1 - 7 0 5 0 4 y k c u t n e K , n o t g n i x e L 6 6 6 8 - 4 7 4 ) 9 5 8 ( : e n o h p e l e T C S P , S E A Y A R G t e e r t S y t i l a u Q 0 1 m o c . e c h f . w w w : e t i s b e W 7 0 5 0 4 y k c u t n e K , t n o g n x e L i s r e e n g n e i g n i t l u s n o c s i r r a h l d n a e e r f 3 1 4 6 - 2 5 2 ) 9 5 8 ( : e n o h p e e T l t e e r t S t r o h S t s e W 1 0 2 8 1 4 6 - 2 5 2 ) 9 5 8 ( : x a F 0 1 4 e t i u S E H T O T N I T N A T U L L O P Y N A F O N O T A R U T A S R O E S A E L E R I , E P A C S E , L A S R E P S D I , E G R A H C S D I R O E C A F R U S E H T O T N I R O N I , N O P U , O T N O , N O R O R E T A W F O Y D O B Y N A R O E R E H P S O M T A I E H T O T Y L P P A T O N L L A H S N E R E H Y A R G R O S E A Y A R G Y B Y T N E R R A W R O Y T U D Y N A , I I G N D N A T S H T W T O N Y R A R T N O C E H T O T S T N E M U C O D T C A R T N O C E H T N I I D E N A T N O C I G N H T Y N A D N A , I Y L G N D R O C C A . ' E G D E L W O N K S Y A R G D N A S E A Y A R G O T R O R E P U S I I G N D U L C N I , I T N A N M A T N O C R O T N A T R R I I L A M R E H T R O , S U O E S A G , I D U Q L I , I D L O S Y N A N A E M D N A S L A C M E H C I , I S L A K L A , I S D C A , S E M U F , T O O S , R O P A V , E K O M S O T D E T M L T O N T U B I I L L A H S " T N A T U L L O P " D R O W E H T , I I N O T C E S S H T F O E S O P R U P R O F . D N A L F O E C A F R U S B U S S I , I I I S E T V T C A E S O H T N I D E V L O V N I I S L A R E T A M E H T D N A , Y A R G Y B D E T C U R T S N O C I I Y T L C A F E H T F O Y T C A P A C E H T I . E C N A T S B U S S U O D R A Z A H Y N A E D U L C N I L L A H S D N A E T S A W R E T T A M E H T N I S T E R C E S E D A R T Y N A D N A S T H G R Y P O C G N D U L C N I I I , I S T H G R Y R A T E R P O R P I I I T N E M U C O D S H T F O N O S V E R R O N O T C U D O R P E R I I , E R U S O L C S D Y N A I . I N E R E H D E N A T N O C I , E S A E L E R , E P A C S E E H T T N E V E R P O T S A O S , S T R A P S T I F O Y N A F O N G S E D E H T D N A I E L O S E H T E B L L A H S S T N A T U L L O P F O N O T A R U T A S R O L A S R E P S D I I , E G R A H C S D I . R E M O T S U C E H T F O Y T L B S N O P S E R I I I L L A F O R E N W O E L O S E H T S I Y A R G , I I G N T R W N I I D E E R G A E S W R E H T O S S E L N U : I E C T O N I D E V O R P P A Y L S U O V E R P S S E L N U D E T B H O R P Y L L A C F C E P S S I I I I I I F O E R E H T N O T R O P Y N A R O . Y A R G Y B G N T R W N I I I I I I S E T V T C A S T I F O E G D E L W O N K S R E M O T S U C ' - I ’ ' S N O T A R E P O S R E N W O M O R F S T N A T U L L O P D N A C S P , I I I S E A Y A R G Y B D E N G S E D E B O T Y T L C A F E H T N H T W D E T C U D N O C E B L L W T A H T I I I I I I R O F Y T L C A F G N R U T C A F U N A M W E N A E V A W T A E R G T C E J O R P S A X E T , I N T S U A DRAWN BY CHECKED BY # AM GB 05 JOB NUMBER 2025170 SITE RETAINING WALL FOUNDATION PLAN SHEET NUMBER S-102