06.2 - 916 Congress Ave - Drawings — original pdf

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6000 527.779 CHK 6 6001 527.954 CHK 609 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 SITE PLAN LEGEND STAIRS PROPERTY LINE MARK HART ARCHITECTURE 2007 S. 1st Street, Suite 101 Austin, TX 78704 +1.512/910.7057 www.markhartarch.com XXX.XX' FINISH FLOOR ELEVATION SECURITY FENCE PATH TO AVAILABLE RESTROOMS SITE PLAN KEY NOTE LEGEND 1 2 3 4 5 6 7 8 9 10 11 12 13 14 EXISTING BOLLARDS EXISTING STAIRS PER IEBC 306.7.2 EXISTING STRUCTURAL REINFORCEMENT TO EXTERIOR WALL PERMIT# 2025-001439 BP EXISTING COURTYARD LIGHTING ELECTRIC PANEL PERMIT# 2025-043567 EP EXISTING FOOD TRUCK ELECTRIC PANEL PERMIT# 2025-043567 EP EXISTING LIGHTING PERMIT# 2025-043567 EP EXISTING GRAVEL EXISTING BRICK PAVERS EXISTING HOSE BIB ANTIQUE WOOD TRIFOLD DOOR WITH TRANSOM ELEVATED WOOD DECK STEEL SECURITY FENCE FOOD TRUCK PICNIC TABLES GISTERED ARCHITE MARKW.HART C T E R TS AT SA 20562 XETE FO 08/27/2026 CLIENT: RANGER RUNNING LLC DBA SWIFT FIT EVENTS LEE ACKERLEY 2929 E 14TH ST AUSTIN, TX 78702 512.660.7746 PROJECT NUMBER: Project Number PROJECT STATUS: IFP SET Copyright © 2026 by Mark Hart Architecture, INC. All rights reserved. The arrangements depicted herein are the sole property of Mark Hart Architecture, INC. and may not be reproduced in any form without written permission. FROM WHICH A CHISLED "X" FOUND BEARS: S38°05'24"E A DISTANCE OF 0.89' 9 13 COPPER 1/2" SERVICE LINE EX. DOMESTIC WATER FOOD TRUCK ONLY IN OPERATION AND PRESENT DURING EVENTS EX. HOSE BIB EX. ELECTRICAL SERVICE X2 METERS ASPHALT DRIVEWAY CONCRETE 3/4" COPPER SERVICE LINE EDGE OF CONCRETE LOT 5 H EXISTING 5/8" WM WV EMH TBOX 14 EXISTING SERVICE SINK EXISTING SINGLE USE RESTROOM 1 EXISTING SINGLE USE RESTROOM 2 1 5 0.7' 12 2 LONGEST DISTANCE TO FURTHEST RESTROOM 166'-5" DRINKING FOUNTAIN FEMALE RESTROOM 4 11 MALE RESTROOM 920 CONGRESS 918 CONGRESS 7 6 8 EX. HOSE BIB 916 CONGRESS FACE OF WALL LOT 4 914 CONGRESS AVENUE 3 9 0.6' 7 (PARTIALLY DEMOLISHED) 2 - STORY STONE BUILDING FACE OF WALL A1 UNIFIED DEVELOPMENT - SITE PLAN 1" = 5'-0" 1" = 5'-0" 3.13 ft 6.25 ft 12.5 ft 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 N 25 ft 18 19 20 Designer ISSUE DATE: 08/27/2026 SHEET: AS-1-01 N A L P E T S I P O N M L K J I G F E D C B A . E V A S S E R G N O C 0 2 9 / 8 1 9 / 6 1 9 E T A D E K T L E A R W C E N SID O C CO 3 12 GM 10 E V A S S E R G N O C 0 2 9 & 8 1 9 , 6 1 9 1 0 7 8 7 X T N T S U A I ) S A G X T E ( S LIN P G " H 2 A 6 " DI W D 1 E N O D N A B A " DI W 6 1 EDGE OF ASPHALT I I N O T P R C S E D I I : S N O S V E R STONE TREE PLANTER SANITARY MAIN CUT AND CAPPED AT PROPERTY LINE CHECKED BY: DRAWN BY: Checker JGL # DESIGNED BY: FOR CITY OF AUSTIN USE ONLY 160.000 ) 5 2 0 0 - 4 9 9 ) 5 2 0 0 - 4 9 9 1 - W L ( 1 - W L ( 6 3 2 - STORY STONE BUILDING FROM WHICH A CHISLED "X" FOUND BEARS: S38°35'24"W A DISTANCE OF 0.96' GAS RISER WITH VALVE ABANDONED 4" SANITARY DRAIN CAPPED AT PROPERTY LINE FROM WHICH A CHISLED "X" FOUND BEARS: N29°07'35"W A DISTANCE OF 0.50' CO GV 12 3 E K T L E A R W C E N SID O C 2 - STORY STONE BUILDING BRASS CAP MONUMENT FOUND 160.000 E V L A RIC V T C E L E P O N M L K J I H G F E D C B A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 FIRE RATING LEGEND 1 HOUR WALL 2 HOUR FIRE BARRIER WALL MARK HART ARCHITECTURE 2007 S. 1st Street, Suite 101 Austin, TX 78704 +1.512/910.7057 www.markhartarch.com EXISTING SERVICE SINK EXISTING SINGLE USE RESTROOM 1 EXISTING SINGLE USE RESTROOM 2 KITCHEN 1:200 62 SF 1 STORAGE TO BE STACKED NO HIGHER THAN 24" BELOW CEILING STORAGE 1:300 120 SF 1 STORAGE TO BE STACKED NO HIGHER THAN 24" BELOW CEILING STAIRS TO LEVELS ABOVE FE STORAGE STORAGE 1:300 21 SF 1 1:300 36 SF 1 118'-3" EXIT ACCESS TRAVEL DISTANCE 118'-8" EXIT SIGNS TO COMPLY WITH IBC SECTION 1013 EXISTING BUILDING EVENT SPACE A-2 1:15 1,464 SF 98 EXIT SEPARATION DISTANCE 72'-3 1/2" 920 CONGRESS PANIC HARDWARE TO BE INSTALLED EXIT SIGNS TO COMPLY WITH IBC SECTION 1013 9 5 FE 58 STORAGE TO BE STACKED NO HIGHER THAN 24" BELOW CEILING EXISTING STORAGE 1:300 66 SF 1 FE 44 16" SOLID/GROUTED NATURAL LIMESTONE MASONRY - NON COMBUSTIBLE CONSTRUCTION. 3 HOUR RATED PER ASTM E119. BAR 1:200 78 SF 1 NOTES PROVIDE PORTABLE FIRE EXTINGUISHERS (NOT LESS THAN 2-A,10-B&C) WITHIN 75 FEET OF TRAVEL DISTANCE FROM ANY POINT IN THE BUILDING LIFE SAFETY LEGEND Name USE GROUP 1:OCC. RATIO AREA (SF) OCC. LOAD MAX GIVEN 0 FE EGRESS AREA TAG DOOR EGRESS LOAD OCCUPANCY & EGRESS DIRECTION FIRE EXTINGUISHER COMMON PATH EGRESS TRAVEL (125' MAX) EXIT ACCESS TRAVEL DISTANCE (250' MAX) EXIT SEPARATION EXIT SIGN EXIT SEPARATION DIAGONAL DISTANCE: 1/2 OF DIAGONAL: EXIT SEPARATION: 90' - 1" 45' - 1/2" 115' - 2" 4 4 LIFE SAFETY KEY NOTE LEGEND 1 2 3 EXISTING STAIRS PER 306.7.2 EXIT SIGNS TO COMPLY WITH IBC SECTION 1013 EMERGENCY LIGHTING PANIC HARDWARE TO BE INSTALLED EXIT SIGNS TO COMPLY WITH IBC SECTION 1013 EXIT SEPARATION DISTANCE 83'-7" EVENT SPACE A-2 1:15 1,315 SF 88 84'-0" 3 3 EXIT ACCESS TRAVEL DISTANCE 98'-10" 918 CONGRESS EXIT SIGNS TO COMPLY WITH IBC SECTION 1013 16" SOLID/GROUTED NATURAL LIMESTONE MASONRY - NON COMBUSTIBLE CONSTRUCTION. 3 HOUR RATED PER ASTM E119. EXIT SEPARATION: 115'-2" COMPLIANT W/ IBC 1007.1.1 240 43 1 1 2 2 UP RAISED DECK A-2 1:15 318 SF 22 90'-1" COURTYARD A-2 1:15 1,638 SF 110 916 CONGRESS EXIT ACCESS TRAVEL DISTANCE: 62'-2" FE 43 88 EXISTING BUILDING 2 2 210 44 210 44 GISTERED ARCHITE MARKW.HART C T E R TS AT SA 20562 XETE FO 08/27/2026 CLIENT: RANGER RUNNING LLC DBA SWIFT FIT EVENTS LEE ACKERLEY 2929 E 14TH ST AUSTIN, TX 78702 512.660.7746 PROJECT NUMBER: Project Number PROJECT STATUS: IFP SET Copyright © 2026 by Mark Hart Architecture, INC. All rights reserved. The arrangements depicted herein are the sole property of Mark Hart Architecture, INC. and may not be reproduced in any form without written permission. E V A S S E R G N O C 0 2 9 & 8 1 9 , 6 1 9 1 0 7 8 7 X T N T S U A I . E V A S S E R G N O C 0 2 9 / 8 1 9 / 6 1 9 E T A D I I N O T P R C S E D : I S N O S V E R I A1 UNIFIED DEVELOPMENT - LIFE SAFETY PLAN - LEVEL 1 1/4" = 1'-0" 1/4" = 1'-0" 2.5 ft 5 ft 10 ft 20 ft 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 N 17 18 19 20 JGL CHECKED BY: Checker DESIGNED BY: Designer ISSUE DATE: 08/27/2026 SHEET: A-0-21 N A L P Y T E F A S E F I L FOR CITY OF AUSTIN USE ONLY DRAWN BY: # P O N M L K J I H G F E D C B A 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 GENERAL NOTES - FLOOR PLAN 1. THE INSIDE FACE OF DOOR JAMBS IS TO BE LOCATED 6 INCHES FROM AN INSIDE CORNER UNLESS NOTED OR SHOWN OTHERWISE. 2. DIMENSIONS ARE LOCATED ON CONSTRUCTION PLANS. ALL DIMENSIONS ARE TO THE CENTER OF PARTITIONS AT NON-PRESCIENT PARTITIONS MARK HART ARCHITECTURE 2007 S. 1st Street, Suite 101 Austin, TX 78704 +1.512/910.7057 www.markhartarch.com EXISTING SERVICE SINK EXISTING SINGLE USE RESTROOM 1 EXISTING SINGLE USE RESTROOM 2 A2 A2 " 4 / 3 8 - ' 1 " 0 - ' 6 " 5 - ' 4 9'-3 3/8" EXISTING STORAGE EXISTING BUILDING 4'-7" 2'-5 1/2" 3'-11 1/2" 3'-6" 2'-0" 920 CONGRESS D1 1 B 4'-8 7/8" " 8 4 x " 0 3 D1 " 6 - ' 1 " 2 / 1 5 - ' 2 " 2 - ' 2 1 A1 A2 B2 " 0 6 x " 9 5 " 0 6 x " 6 3 FEMALE RESTROOM " 8 4 x " 0 3 6'-9 1/2" 7'-3 3/8" A2 A1 " 8 4 x " 0 3 " 8 4 x " 0 3 " 0 6 x " 9 5 4 4 MALE RESTROOM B2 " 0 - ' 2 D1 2'-0" D1 1 B D1 918 CONGRESS 27'-9 1/4" 4'-5 1/2" 4'-5 1/2" 5'-1 1/8" " 2 / 1 5 - ' 2 B1 1 B % 2 B1 B1 10 10 1'-9" 12'-0" 1'-1"1'-1" EQ EQ EQ EQ EQ EXISTING STAIRS TO ALLEY ABOVE UP RAISED WOODEN DECK 1'-7 1/2" 0" 6 6 COURTYARD 916 CONGRESS " 2 / 1 9 - ' 8 " 0 1 - ' 4 " 2 / 1 0 1 - ' 7 " 1 1 2 2 USE GROUP / CONSTRUCTION TYPE GROUP A2 / TYPE VB CONSTRUCTION / SPRINKLED NFPA SPRINKLER NOTE THE STATE OF TEXAS LICENSED CONTRACTOR MUST SUBMIT SHOP DRAWINGS TO THE TRAVIS COUNTY ESD NO. 12 FOR REVIEW AND APPROVAL AFTER THE BUILDING PERMIT IS APPROVED. THESE SHOP DRAWINGS MUST BE APPROVED BY THE TRAVIS COUNTY ESD NO. 12 PRIOR TO THE CONTRACTOR BEGINNING THE WORK, UNLESS OTHERWISE APPROVED. CONSTRUCTION PLAN - FINISH LEGEND PANIC HARDWARE TO BE INSTALLED EXISTING BRICK PAVERS EXISTING GRAVEL CONSTRUCTION PLAN KEY NOTE LEGEND 1 2 3 4 5 6 7 8 9 EXISTING BOLLARDS EXISTING STAIRS PER IEBC 306.7.2 EXISTING STRUCTURAL REINFORCEMENT TO EXTERIOR WALL PERMIT# 2025-001439 BP EXISTING COURTYARD LIGHTING ELECTRIC PANEL PERMIT# 2025-043567 EP EXISTING FOOD TRUCK ELECTRIC PANEL PERMIT# 2025-043567 EP EXISTING LIGHTING PERMIT# 2025-043567 EP EXISTING HOSE BIB ANTIQUE WOOD TRIFOLD DOOR WITH TRANSOM - B3 RE: A-5-01 EXIT SIGNS TO COMPLY WITH IBC SECTION 1013 10 EMERGENCY LIGHTING WALL LEGEND A1 A2 B1 B2 D1 INT - 2X WOOD - PARTITION WALL INT - 2X WOOD - PARTITION WALL (GYP ONE SIDE) EXT - 2X WOOD - W/ CEM. PANEL EXT - 2X WOOD - W/ CEM. PANEL (BOTH SIDES) INT -5.5" WOOD -FIRE BARRIER WALL -2 HR CL 2'-1" 1 B 1 B 8 8 9 9 B2 " 2 / 1 7 - ' 1 " 0 1 - ' 1 EQ " 6 - ' 9 1 " 0 1 - ' 1 " 1 - ' 1 " 5 - ' 6 " 1 - ' 1 " 0 1 - ' 1 " 0 1 - ' 1 " 2 / 1 1 1 - ' 1 GISTERED ARCHITE MARKW.HART C T E R TS AT SA 20562 XETE FO 08/27/2026 CLIENT: RANGER RUNNING LLC DBA SWIFT FIT EVENTS LEE ACKERLEY 2929 E 14TH ST AUSTIN, TX 78702 512.660.7746 PROJECT NUMBER: Project Number PROJECT STATUS: IFP SET Copyright © 2026 by Mark Hart Architecture, INC. All rights reserved. The arrangements depicted herein are the sole property of Mark Hart Architecture, INC. and may not be reproduced in any form without written permission. E V A S S E R G N O C 0 2 9 & 8 1 9 , 6 1 9 1 0 7 8 7 X T N T S U A I . E V A S S E R G N O C 0 2 9 / 8 1 9 / 6 1 9 E T A D 7 7 EQ EXISTING BUILDING 3 3 EQ EQ EQ EQ EQ : I S N O S V E R I I I N O T P R C S E D A1 UNIFIED DEVELOPMENT - FLOOR PLAN - LEVEL 1 1/4" = 1'-0" 1/4" = 1'-0" 2.5 ft 5 ft 10 ft 20 ft 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 N 17 18 19 20 JGL CHECKED BY: Checker DESIGNED BY: Designer ISSUE DATE: 08/27/2026 SHEET: A-1-01 FOR CITY OF AUSTIN USE ONLY DRAWN BY: # I N A L P N O T C U R T S N O C REINFORCING STEEL NOTES: 1. DETAILING OF CONCRETE REINFORCEMENT BARS AND ACCESSORIES SHALL CONFORM TO THE RECOMMENDATIONS OF THE ACI DETAILING MANUAL ACI 315. 2. CONCRETE REINFORCEMENT BARS SHALL CONFORM TO ASTM A615, GRADE 60, WITH SUPPLEMENTARY CONCRETE NOTES: 1. ALL CONCRETE MIX SHALL BE DESIGNED BY A QUALIFIED REGISTERED ENGINEER AND LAB CONCRETE MIX DESIGN DATA RESULTS SHALL BE SUBMITTED TO EOR FOR REVIEW. CONCRETE MIX DESIGNS SHALL BE SUBMITTED A MINIMUM OF 14 DAYS PRIOR TO THE START OF WORK FOR EOR APPROVAL. REQUIREMENTS. 3. COMPLETE REINFORCING PLACEMENT DRAWINGS PREPARED IN ACCORDANCE WITH ACI315 SHALL BE REVIEWED BY THE ENGINEER AND AVAILABLE ON THE JOB SITE PRIOR TO & DURING THE PLACING OF CONCRETE. 4. ALL REINFORCING STEEL SHALL BE SUPPORTED AT DESIGNED DEPTH USING PLASTIC OR METALLIC CHAIRS SPACED AT 48" O.C. IN ALL DIRECTIONS TO SUPPORT FULL LENGTH OF REINFORCEMENT. IF ALTERNATE IS TO BE USED, PROPOSED CHAIR IS TO BE SUBMITTED IN WRITING AND APPROVED BY E.O.R. 5. END HOOKS, DEVELOPMENT LENGTHS, AND SPLICES SHALL CONFORM TO THE REQUIREMENTS OF ACI 318. 6. REINFORCEMENT MAY BE PLACED IN BUNDLES OF NOT MORE THAN TWO W/ THE CLEAR DISTANCE BETWEEN BUNDLES OF REINFORCEMENT OR TENDONS OF 3 INCHES MINIMUM. 7. CONCRETE COVER SHALL BE IN ACCORDANCE WITH ACI 318. WHERE THE GENERAL BUILDING CODE REQUIRES A THICKNESS OF CONCRETE COVER FOR FIRE PROTECTION GREATER THAN THE CONCRETE COVER SPECIFIED, SUCH GREATER THICKNESS SHALL GOVERN. CONCRETE COVER FOR CAST-IN-PLACE CONCRETE MEMBERS SHALL BE AS FOLLOWS: 7.1. CONVENTIONALLY REINFORCED CONCRETE MEMBERS: 7.1.1. 7.1.2. 7.1.2.1. 7.1.2.2. CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND EXPOSED TO WEATHER OR IN CONTACT WITH GROUND NO. 6 - NO. 18 BAR SIZE NO. 5 BAR SIZE AND SMALLER 7.1.3. NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND 7.1.3.1. SLABS, JOISTS, AND WALLS 7.1.3.1.1. 7.1.3.1.2. NO. 14 - NO. 18 BAR SIZE NO. 11 BAR SIZE AND SMALLER 7.1.3.2. BEAMS, COLUMNS, PEDESTALS, AND TENSION TIES 7.2. POST TENSIONED CONCRETE MEMBERS 7.2.1. 7.2.2. 7.2.2.1. 7.2.2.2. CAST AGAINST AND PERMANENTLY IN CONTACT WITH GROUND EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, JOISTS, AND WALLS ALL OTHER 7.2.3. NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND 7.2.3.1. 7.2.3.2. 7.2.3.2.1. 7.2.3.2.2. SLABS, JOISTS, AND WALLS BEAMS, COLUMNS, AND TENSION TIES PRIMARY REINFORCEMENT STIRRUPS, TIES, SPIRALS, AND HOOPS 3" 2" 1-1/2" 1-1/2" 3/4" 1-1/2" 3" 1" 1-1/2" 3/4" 1-1/2" CONCRETE MIX REQUIREMENTS CONCRETE USAGE MINIMUM COMPRESSIVE STRENGTH (f'c) PSI EXPOSURE CATEGORY MAX. W/CM RATIO MAX. CHLORIDE ION CONTENT NOTES ISOLATED FOOTINGS 3,000 F0, S0, P0, C1 N/A 0.15% 2,3 2. AGGREGATE FOR THE ABOVE CONCRETE MIX(ES) SHALL BE FREE OF ALKALI-SILICA REACTIVE (ASR) MATERIAL. ADDITIONALLY, MIX DESIGNS SHALL BE SPECIFICALLY DESIGNED TO CONTROL EFFECTS OF ASR BY USING SUPPLEMENTARY CEMENTITIOUS MATERIAL OR BLENDED CEMENT AND THEIR EFFECTIVENESS DETERMINED BY ASTM C 1260 (MODIFIED) OR ASTM C1293. 3. WATER FOR CONCRETE SHALL BE CLEAN, FRESH AND POTABLE. 4. FLY ASH MAY BE USED 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. THE RATIO OF THE AMOUNT OF THE FLY ASH TO THE TOTAL CEMENTITIOUS MATERIAL IN THE MIX SHALL NOT EXCEED ARCHITECTURAL SPECIFICATIONS, NOR 20 PERCENT, WHICHEVER IS LESS. 5. WATERPROOFING MAY CONSIST OF A HYDROPHILIC CRYSTALLINE ADMIXTURE INTEGRATED INTO THE CONCRETE MIX TO PRODUCE A PERMANENT WATERPROOFING MEMBRANE. 6. SELF-LEVELING GYPSUM TOPPING AND LIGHT WEIGHT CONCRETE TOPPINGS SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF 2,500 PSI. THICKNESSES SHALL NOT EXCEED 3/4" FOR GYPSUM AND 3" FOR LIGHT WEIGHT UNLESS NOTED OTHERWISE ON PLAN. 7. CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF ACI 301 LATEST EDITION, SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS. MIXING, TRANSPORTING, AND PLACING OF CONCRETE SHALL CONFORM TO ACI 301. 8. CONCRETE SHALL BE PLACED CAREFULLY SO AS NOT TO DEVIATE TENDONS AND REINFORCEMENT FROM THEIR DESIGN LOCATIONS. 9. CONCRETE SHALL BE PROPERLY VIBRATED, ESPECIALLY AROUND POST-TENSIONING ANCHORS AND IN CONGESTED AREAS. 1" 10. CONCRETE COVER TO REINFORCEMENT IN STRUCTURAL CONCRETE SHALL BE 3/4" AT SLAB BOTTOM AND WALLS, 1" AT SLAB TOP & 2" AT BEAMS AND COLUMNS, UNLESS NOTED OTHERWISE. 11. THE FORMING AND SHORING SYSTEM SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR AND SHOULD BE DESIGNED BY A COMPETENT DESIGNER EMPLOYED BY THE FORM SUPPLIER. 12. POLYSTYRENE USED FOR FORMING RAMPS AND TOPPING SLABS SHALL ADHERE TO ASTM D6817 WITH A MINIMUM COMPRESSIVE RESISTANCE @ 10% DEFORMATION OF 40 PSI. 13. TOLERANCES FOR CONCRETE CONSTRUCTION SHALL BE PER ACI 117-10 (SPECIFICATION FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS). VERTICAL PLACEMENT OF NON-PRESTRESSED REINFORCEMENT: MEMBER DEPTH ≤ 4" : ± 1/4" 4"< MEMBER DEPTH ≤ 12" : ± 3/8" MEMBER DEPTH > 12" : ± 1/2" CONCRETE COVER MEASURED PERPENDICULAR TO CONCRETE SURFACE: MEMBER DEPTH ≤ 12" : +0", -3/8" (NOT TO EXCEED 1/3 OF SPECIFIED COVER) MEMBER DEPTH > 12" : +0", -1/2" (NOT TO EXCEED 1/3 OF SPECIFIED COVER) VERTICAL DEVIATION FOR SLAB-ON-GROUND REINFORCEMENT: SPACING OF NON-PRESTRESSED REINFORCEMENT PARALLEL TO THE SPECIFIED SPACING: ± 3/4" STIRRUPS: THE LESSER OF ± 3" OR ± 1" PER FT OF BEAM DEPTH TIES: THE LESSER OF ± 3" OR ± 1" PER FT OF LEAST COLUMN WIDTH DEVELOPMENT LENGTH TENSION COMPRESSION 8. DEVELOPMENT LENGTHS AND LAP SPLICE REQUIREMENTS ARE AS FOLLOWS, UNLESS NOTE OTHERWISE: BAR SIZE CLASS B SPLICE TENSION 30" 39" 48" 56" 63" 72" 90" COMPRESSION SPLICE 12" 15" 19" 23" 27" 30" 39" #3 24" 30" #4 36" #5 42" #6 48" #7 55" #8 70" #10 9" 11" 14" 17" 20" 22" 28" 9" 11" 14" 17" 20" 22" 28" HOOKS IN TENSION 90 DEG & 180 DEG a. SPLICE TOP BARS AT MID-SPAN b. SPLICE BOTTOM BARS OVER SUPPORTS. c. CONTRACTOR SHALL PROVIDE SEPARATE LAP SPLICE CORNER BARS AT ALL WALL CORNERS UNLESS BENT CONTINUOUS BARS ARE USED. 9. HOOKS TERMINATING CLOSED TIES AND STIRRUPS SHALL HAVE A BEND OF 135 DEGREES AND EXTEND 6*(LONGITUDINAL BAR DIAMETER) PAST THE BEND. STRUCTURAL STEEL 1. 2. HOT ROLLED STRUCTURAL MEMBERS SHALL BE NEW STEEL CONFORMING TO ASTM SPECIFICATION A6/A6M-12A. UNLESS NOTED OTHERWISE ON PLAN, STRUCTURAL STEEL GRADES SHALL BE AS FOLLOWS: 2.1. 2.2. 2.3. 2.4. 2.5. 2.6. WIDE FLANGES CHANNELS, ANGLES ROLLED COLUMNS PIPE COLUMNS TUBE SECTIONS BASE PLATES ASTM A992 ASTM A36 ASTM A500 ASTM A53 GR. B ASTM A500 ASTM A36 Fy = 50 KSI Fy = 36 KSI Fy = 42 KSI Fy = 35 KSI Fy = 46 KSI Fy = 36 KSI 3. 4. 5. 6. 7. 8. ERECTOR SHALL INCLUDE TEMPORARY SHORING AND BRACING IN HIS SCOPE. GALVANIZING AND PAINTING SHALL BE VERIFIED PRIOR TO FABRICATION IF NOT INDICATED ON PLAN. UNLESS NOTED OTHERWISE, ELECTRODES FOR WELDING SHALL CONFORM TO E70XX (SMAW), F7XX-EXX (SAW), ER70S-X(GMAW), OR E7XT-X(FCAW). FIELD WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED FOR STRUCTURAL STEEL. SHOP WELDING MUST BE PERFORMED IN A LICENSED FABRICATION SHOP. UNLESS NOTED OTHERWISE, ANCHOR RODS SHALL CONFORM TO ASTM F 1554 GRADE 36, HAVE A DIAMETER OF 3/4" AND SHALL BE EMBEDDED INTO THE CONCRETE A DISTANCE OF 12" WITH A HEAVY HEX NUT AT THE EMBEDDED END. STRIKE THE BOLT THREADS AT THE EMBEDDED END AT TWO PLACES BELOW THE NUT. CONNECTIONS 1. STRUCTURAL STEEL CONNECTIONS: 1.1. 1.2. UNLESS OTHERWISE SPECIFIED ON PLANS AND DETAILS, STRUCTURAL STEEL BOLTED AND WELDED CONNECTIONS SHALL BE DESIGNED BY A LICENSED PROFESSIONAL ENGINEER UTILIZING AISC SHEAR AND MOMENT CONNECTION STANDARDS. AT THE REQUEST OF THE CONNECTION DESIGNER, THE ENGINEER SHALL PROVIDE MAXIMUM SHEAR AND MOMENT FORCES AT MEMBER CONNECTIONS IF NOT PROVIDED ON PLAN. 2. POST-INSTALLED CONCRETE ANCHORS SHALL BE ACCOMPANIED BY AN EVALUATION REPORT AND MEET THE FOLLOWING REQUIREMENTS: 2.1. 2.2. 2.3. 2.4. 2.5. 2.6. 2.7. 3. 3.1. 3.2. 3.3. MASONRY MECHANICAL ANCHORS SHALL MEET THE REQUIREMENTS OF ICC-ES AC01 AND AC106. ADHESIVE INSTALLED MASONRY ANCHORS SHALL MEET THE REQUIREMENTS OF AC58. ADHESIVE INSTALLED CONCRETE ANCHORS SHALL MEET THE REQUIREMENTS OF ICC-ES AC308. OVERHEAD ADHESIVE ANCHORS REQUIRE SPECIAL INSPECTION DURING INSTALLATION. MECHANICAL ANCHORS SHALL MEET THE REQUIREMENTS OF ICC-ESS AC193 OR ICC-ES AC01. UNLESS NOTED OTHERWISE, TEMPERATURE, MOISTURE CONDITION, DRILLING METHOD, AND HOLE CLEANING PROCEDURES FOR POST-INSTALLED CONCRETE ANCHORS SHALL CONFORM TO THE ANCHOR PRODUCT INSTALLATION REQUIREMENTS TO ACHIEVE THEIR UNREDUCED PUBLISHED CAPACITIES. UNLESS OTHERWISE SPECIFIED, BOLTS IN CONCRETE SHALL BE ASTM A307. WOOD CONNECTORS AND FASTENERS SHALL BE ACCOMPANIED BY AN EVALUATION REPORT AND SHALL MEET THE FOLLOWING REQUIREMENTS ASTM F 1667 STANDARD SPECIFICATION FOR DRIVEN FASTENERS: NAILS, SPIKES, AND STAPLES. FASTENERS AND CONNECTORS IN CONTACT WITH PRESERVATIVE TREATED AND FIRE-RETARDANT-TREATED LUMBER SHALL BE OF HOT DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER. THE COATING WEIGHTS FOR ZINC-COATED FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A153. ALL WOOD CONNECTORS SHALL BE FROM SIMPSON STRONG-TIE UNLESS NOTED OTHERWISE ON PLAN. TESTING AND INSPECTION 1. 2. 3. 4. 5. 6. THE PROJECT OWNER SHALL ENGAGE A REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE (RDPiRC) TO REVIEW AND COORDINATE THE PROJECT FOR COMPATIBILITY WITH THE DESIGN OF THE BUILDING INCLUDING ALL SUBMITTALS, DEFERRED SUBMITTALS AND PHASED SUBMITTALS. THE RDPIRC SHALL ALSO PREPARE A STATEMENT OF SPECIAL INSPECTIONS IDENTIFYING MATERIALS, SYSTEMS, COMPONENTS AND WORK REQUIRED TO HAVE SPECIAL INSPECTIONS OR TESTS, THE TYPE AND EXTENT OF EACH SPECIAL INSPECTION AND TEST, ADDITIONAL REQUIREMENTS FOR SPECIAL INSPECTIONS OR TESTS FOR SEISMIC OR WIND RESISTANCE, AND WHETHER EACH SPECIAL INSPECTION WILL BE CONTINUOUS OR PERIODIC. 3RD PARTY INSPECTION AGENCIES CONDUCTING SPECIAL INSPECTIONS SHALL BE APPROVED BY THE BUILDING OFFICIAL TO PERFORM SUCH INSPECTIONS. APPROVED SPECIAL INSPECTION AGENCIES SHALL BE ACCREDITED IN ACCORDANCE WITH THE REQUIREMENTS OF ASTM E329. INSPECTION OF CONCRETE STRUCTURES SHALL BE IN ACCORDANCE WITH ACI SPEC-311.7. 4.1. THE ITEMS LISTED BELOW ARE FOR MATERIALS, SYSTEMS, AND COMPONENTS THAT ARE PART OF THE STRUCTURAL DESIGN. REFERENCE THE STATEMENT OF SPECIAL INSPECTIONS OR CHAPTER 17 IN THE APPLICABLE IBC CODE FOR SPECIAL INSPECTIONS REQUIREMENTS FOR OTHER PROJECT DISCIPLINES. THE FREQUENCY OF TESTING TO BE PERFORMED SHALL BE IN ACCORDANCE WITH THE APPROPRIATE STANDARD AND WITH THE PROJECT SPECIFICATIONS. THE SPECIAL INSPECTOR SHALL REVIEW THE FOLLOWING: 6.0.1. 6.0.1.1. 6.0.1.2. POST-INSTALLED ANCHORS IN MASONRY INITIAL INSTALLATION OF POST INSTALLED MECHANICAL ANCHORS SHALL BE OBSERVED FOR PROPER INSTALLATION TECHNIQUE, AND PERIODICALLY OBSERVED THEREAFTER. INSTALLATION OF ALL OVERHEAD ADHESIVE POST INSTALLED ANCHORS SHALL BE OBSERVED DURING INSTALLATION FOR PROPER INSTALLATION TECHNIQUE. 6.1. 6.2. 6.3. STEEL WELDING, HIGH-STRENGTH BOLTING, AND DETAILS. ANY OTHER SYSTEMS REQUIRED BY THE STATEMENT OF SPECIAL INSPECTIONS OR CHAPTER 17 IN THE APPLICABLE IBC CODE. FABRICATORS SHALL BE APPROVED TO PERFORM WORK ON THE PREMISES OF THE FABRICATOR'S SHOP WITHOUT SPECIAL INSPECTIONS. APPROVAL SHALL BE BASED ON REVIEW OF THE FABRICATOR'S QUALITY CONTROL MANUALS AND PERIODIC AUDITING BY AN APPROVED AGENCY. AT COMPLETION OF FABRICATION, THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE STATING THAT THE WORK PERFORMED IS IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS. 7. STRUCTURAL OBSERVATIONS 7.1. THE OWNER SHALL EMPLOY A REGISTERED DESIGN PROFESSIONAL TO PERFORM STRUCTURAL OBSERVATIONS. THE STRUCTURAL OBSERVER SHALL VISUALLY OBSERVE REPRESENTATIVE LOCATIONS OF STRUCTURAL SYSTEM, DETAILS AND LOAD PATHS FOR GENERAL CONFORMANCE TO THE APPROVED CONSTRUCTION DOCUMENTS. COMPONENTS AND CLADDING 1. COMPONENTS AND CLADDING SHALL BE SELECTED AND INSTALLED IN ACCORDANCE WITH THE WIND PROVISIONS OF THE BUILDING CODE. SELECTION SHALL INCLUDE MEETING THE DESIGN PRESSURES AS PROVIDED BY THE STRUCTURAL ENGINEER OF RECORD. WALL COVERINGS UNLESS ENGINEERING ANALYSIS IS ALLOWED, WALL COVERINGS SHALL BE TESTED IN ACCORDANCE WITH ASTM E-330 STATIC WIND PRESSURE TEST AND INSTALLED ACCORDING TO THE MANUFACTURER'S INSTRUCTIONS IN THE MANNER IN WHICH IT WAS TESTED. 2. 2.1. 3. WINDOWS AND DOORS (REF. IBC 1709) 3.1. 3.2. WINDOWS AND DOORS INSTALLED IN EXTERIOR WALLS SHALL CONFORM TO THE TESTING, PERFORMANCE AND LABELING REQUIREMENTS OF AAMA/WDMA/CSA101/I.S.2/A440 OR SHALL BE TESTED IN ACCORDANCE WITH ASTM E330. GARAGE DOORS AND ROLLING DOORS SHALL CONFORM TO THE TESTING, PERFORMANCE AND LABELING REQUIREMENTS OF ASTM E330 OR ANSI/DASMA 108. TEST PRESSURES SHALL BE 1.5 TIMES THE DESIGN PRESSURE AND HELD FOR 10 SECONDS. SUBMITTED TEST REPORTS, PRODUCT APPROVALS, AND CERTIFICATIONS SHALL BE CURRENT, APPLICABLE TO THE PRODUCTS FURNISHED, AND BASED UPON CURRENT AND ACTIVE PARTICIPATION BY THE MANUFACTURER IN AN APPROVED THIRD-PARTY QUALITY ASSURANCE AND QUALITY CONTROL PROGRAM SUCH AS AAMA/FGIA, NAMI, WDMA, OR OTHER APPROVED AGENCY ACCEPTABLE TO THE AUTHORITY HAVING JURISDICTION 4. OTHER COMPONENTS AND CLADDING 4.1. 4.2. 4.3. WHERE SUBJECT TO THE WIND PRESSURES AS PROVIDED IN THESE DRAWINGS, ALL COMPONENT AND CLADDING ITEMS SHALL MEET THE TESTING AND INSTALLATION REQUIREMENTS OF THE CODE. BASE FORCES FOR POLES SUCH AS FOR LIGHTS, FLAGS, OR OTHER USES SHALL BE BASED ON THE APPROPRIATE DESIGN STANDARD (ASCE7, AASHTO, OR NAAM FP 1001), AND SUBMITTED TO THE STRUCTURAL ENGINEER FOR USE IN DESIGNING THE REQUIRED FOOTING OR ATTACHMENT. OVERTURNING FORCES FOR COMPONENTS SUCH AS MECHANICAL EQUIPMENT OR OTHER MANUFACTURED APPURTENANCES SHALL BE SUBMITTED FOR REVIEW AND USE BY THE DESIGN TEAM. DESIGN CRITERIA: THIS PROJECT HAS BEEN DESIGNED ACCORDING TO THE 2024 INTERNATIONAL BUILDING CODE. 1603.1.1 LIVE LOAD: OFFICE: CORRIDORS ABOVE FIRST FLOOR LOBBIES AND FIRST-FLOOR CORRIDORS OFFICES STORAGE 1603.1.2 ROOF LIVE LOAD: 1603.1.3 ROOF SNOW LOAD GROUND SNOW LOAD, (Pg) FLAT ROOF SNOW LOAD, (Pf) SNOW EXPOSURE FACTOR, (Ce) SNOW LOAD IMPORTANCE FACTOR, (Is) THERMAL FACTOR, (Ct) SLOPE FACTOR(S), (Cs) DRIFT SURCHARGE LOAD, (Pd) WIDTH OF SNOW DRIFT, (W) 80 PSF UNIFORM 2,000 LBS CONCENTRATED 100 PSF UNIFORM 2,000 LBS CONCENTRATED 50 PSF UNFORM 2,000 LBS CONCENTRATED 125 PSF 20 PSF 8PSF NA (20 PSF GOVERNS) NA NA NA NA NA NA 1603.1.4 WIND DESIGN DATA (PER ASCE7 HAZARD TOOL) BASIC WIND SPEED, 3-SECOND GUST (Vult) NOMINAL DESIGN WIND SPEED (V asd = Vult * sqrt 0.6) RISK CATEGORY WIND EXPOSURE (ENVELOPE) INTERNAL PRESSURE COEFFICIENT COMPONENTS AND CLADDING DESIGN PRESSURE (PSF) WALL ZONE 4 106 MPH 82 MPH II B +/- 0.18 +17.9/-23.8 1603.1.5 EARTHQUAKE DESIGN DATA RISK CATEGORY SEISMIC IMPORTANCE FACTOR,(Ie) MAPPED SPECTRAL RESPONSE ACCELERATION PARAMETERS, (Ss & S1) SITE CLASS DESIGN SPECTRAL RESPONSE ACCELERATION PARAMETERS, (Sds & Sd1) SEISMIC DESIGN CATEGORY BASIC SEISMIC FORCE RESISTING SYSTEM DESIGN BASE SHEAR (Cs * W) SEISMIC RESPONSE COEFFICIENT(S), (Cs) RESPONSE MODIFICATION COEFFICIENT(S), R ANALYSIS PROCEDURE USED: II 1.0 0.064, 0.037 D 0.058, 0.057 A N/A (W GOVERNS) N/A (W GOVERNS) N/A (W GOVERNS) N/A (W GOVERNS) N/A 1603.1.6 GEOTECHNICAL INFORMATION: THIS DESIGN IS BASED ON A PRESUMPTIVE BEARING CAPACITY OF 1,500 PSF PER TABLE IBC 1806.2 FOR CLAY, SANDY CLAY, SILTY CLAY, CLAYEY SILT, SILT AND SANDY SILT (CL, ML, MH, AND CH) 1603.1.7 FLOOD DESIGN: FLOOD DESIGN CLASS ELEVATION OF PROPOSED LOWEST FLOOR ELEVATION OF NONRESIDENTIAL BUILDING DRY FLOOD PROOFED ELEVATION OF LOWEST HORIZONTAL STRUCTURAL MEMBER 1603.1.8 SPECIAL LOADS 1603.1.9 RAIN LOAD DATA 15-MINUTE RAINFALL INTENSITY 60-MINUTE RAINFALL INTENSITY 1605.1: DESIGN LOAD COMBINATION (ASCE 7-22 SECTION 2.4 ASD) D D + L D + (Lr or 0.7S or R ) D + 0.75L + 0.75(Lr or 0.7S or R) D + 0.6(W or WT) D + 0.75L + 0.75(0.6(W or WT)) + 0.75(Lr or 0.7S or R) 0.6D + 0.6(W or WT) N/A N/A N/A N/A NONE 10.2 4.8 IN/HR IN/HR (Equation 1a) (Equation 2a) (Equation 3a) (Equation 4a) (Equation 5a) (Equation 6a) (Equation 7a) GENERAL NOTES: 1. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APPLICABLE SECTIONS OF THE ABOVE-REFERENCED EDITION OF INTERNATIONAL BUILDING CODE (IBC) WITH AHJ AMENDMENTS, AND ALL OTHER PUBLICATIONS AND STANDARDS LISTED BELOW. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDUM. 1.1. 1.2. 1.3. 1.4. 1.4.1. STRUCTURAL CONCRETE: BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, AMERICAN CONCRETE INSTITUTE, ACI 318. LATEST EDITION ACCORDING TO APPLICABLE IBC CODE. STRUCTURAL MASONRY: BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES, MASONRY STANDARDS JOINT COMMITTEE, ACI 530/ASCE 5/TMS 402. LATEST EDITION ACCORDING TO APPLICABLE IBC CODE STRUCTURAL STEEL: MANUAL OF STEEL CONSTRUCTION, AMERICAN INSTITUTE OF STEEL CONSTRUCTION. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, ANSI/AISC 360. LATEST EDITION ACCORDING TO APPLICABLE IBC CODE WOOD FRAMING: NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION WITH SUPPLEMENT, AMERICAN FOREST AND PAPER ASSOCIATION, ANSI / AF&PA NDS. LATEST EDITION ACCORDING TO APPLICABLE IBC CODE CONVENTIONAL LIGHT-FRAME CONSTRUCTION FOR PORTIONS OF THE STRUCTURE THAT MEETING THE FOLLOWING MAXIMUMS: 1.4.1.1. 1.4.1.2. 1.4.1.3. 1.4.1.4. 1.4.1.5. 1.4.1.6. 1.4.1.7. 1.4.1.8. MAXIMUM HEIGHT (SEISMIC DESIGN CATEGORY A & B) MAXIMUM FLOOR-TO-FLOOR HEIGHT MAXIMUM BEARING WALL STUD HEIGHT MAXIMUM AVERAGE DEAD LOAD MAXIMUM FLOOR LIVE LOAD MAXIMUM GROUND SNOW LOAD MAXIMUM V MAX ROOF TRUSS SPAN 3 STORIES 11'-7" 10 FT 15 PSF 40 PSF 50 PSF 130 MPH 40 FT STRUCTURAL PLYWOOD: PLYWOOD DESIGN SPECIFICATION, AMERICAN PLYWOOD ASSOCIATION, LATEST EDITION. 1.5. 2. LIVE LOAD REDUCTIONS FOR THE STRUCTURE ARE IN STRICT ACCORDANCE WITH THE AFOREMENTIONED CODE. 3. METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS TO MAINTAIN AND INSURE THE INTEGRITY OF THE STRUCTURE AT ALL STAGES OF CONSTRUCTION. 4. WOOD AND COLD FORMED STEEL FRAMED VERTICAL AND HORIZONTAL STRUCTURAL ELEMENTS FORMING A SYSTEM OF REPETITIVE MEMBERS SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE PROVISIONS OF CONVENTIONAL LIGHT-FRAME CONSTRUCTION SUBJECT TO LIMITATIONS IN THE REFERENCED BUILDING CODE. PORTIONS EXCEEDING THE LIMITATIONS OF CONVENTIONAL LIGHT-FRAME CONSTRUCTION HAVE BEEN DESIGNED IN ACCORDANCE WITH ACCEPTED ENGINEERING PRACTICE AND THE PROVISIONS OF THE REFERENCED BUILDING CODE. 5. REFER TO THE ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR SLEEVES, CURBS, INSERTS, ETC. NOT SHOWN ON STRUCTURAL DRAWINGS. 6. CONTRACTOR SHALL VERIFY ALL DROPS, OFFSETS, BLOCK OUTS, BRICK LEDGES, AND DIMENSIONS WITH ARCHITECTURAL PLANS PRIOR TO PROJECT LAYOUT. 7. THE USE OF REPRODUCTIONS OF THESE CONTRACT DRAWINGS BY ANY CONTRACTOR, ERECTOR, FABRICATOR OR MATERIAL SUPPLIER IN LIEU OF PREPARATION OF SHOP DRAWINGS SIGNIFIES HIS ACCEPTANCE OF ALL INFORMATION SHOWN HEREON AS CORRECT, AND OBLIGATES HIMSELF TO ANY JOB EXPENSE, REAL OR IMPLIED, DUE TO ANY ERRORS THAT MAY OCCUR HEREON. 8. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE DRAWINGS AND SPECIFICATIONS AND TO THE LATEST EDITION OF ALL APPLICABLE BUILDING CODES. 9. ALL WORK SHALL CONFORM TO OSHA STANDARDS. 10. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH ALL CODES AND REQUIREMENTS OF PUBLIC AUTHORITIES AND STANDARDS. 11. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ANY DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ARCHITECT AND BE RESOLVED BEFORE PROCEEDING WITH ANY WORK. 12. THE STRUCTURAL INTEGRITY OF ANY BUILDING RELIES ON THE FULL INTERACTION OF ALL ITS COMPONENT PARTS, WITH NO PROVISIONS MADE FOR CONDITIONS AND/OR SEQUENCES OF CONSTRUCTION AND THE STRUCTURAL DESIGN IS BASED ON THIS PREMISE. THEREFORE, THE CONTRACTOR SHALL PROVIDE ADEQUATE BRACING OF SUPERSTRUCTURE DURING CONSTRUCTION. 13. CONTRACTOR SHALL BE RESPONSIBLE FOR RIGID BRACING OF ALL WALLS, FORM WORK, SHORING AND FALSE WORK DURING CONSTRUCTION. 14. WHERE MEMBER LOCATIONS ARE NOT SPECIFICALLY DIMENSIONED, MEMBERS ARE EITHER LOCATED ON COLUMNS LINES OR ARE EQUALLY SPACED BETWEEN LOCATED MEMBERS. 15. DO NOT RELY ON SCALING DIRECTLY OFF OF ANY DRAWINGS FOR DIMENSIONS. 16. DO NOT RELY ON STRUCTURAL DRAWINGS FOR PLACEMENT OF STRUCTURES ON SITE OR ANY OTHER DIMENSIONAL CONTROL PURPOSES. DIMENSIONAL LUMBER 1. DIMENSIONAL LUMBER SHALL BE SOUTHERN YELLOW PINE KILN DRIED TO MC19, MILLED AND VISUALLY GRADED AT A SOUTHERN PINE INSPECTION BUREAU CERTIFIED PLANT UTILIZING THE STANDARD GRADING RULES FOR SOUTHERN PINE LUMBER. 2. VISUALLY GRADED SOUTHERN YELLOW PINE (S.Y.P) SHALL CONFORM TO THE STRENGTH SPECIFICATIONS OF AMERICAN WOOD COUNCIL, SOUTHERN PINE INSPECTION BUREAU (INCLUDING SUPPLEMENT NO. 13 EFFECTIVE JUNE 1, 2013), AND THE NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD CONSTRUCTION. 3. GRADE DESIGNATION FOR DIMENSIONAL LUMBER USED IN THIS PROJECT SHALL BE AS FOLLOWS: 3.1. 3.2. 3.3. 3.4. 3.5. 3.6. BEAMS AND HEADERS TOP PLATES BOTTOM PLATES STUDS WIND POSTS BLOCKING NO. 2 NO. 2 NO. 3 (TREATED) NO. 2 NO. 2 NO. 2 4. BORING AND NOTCHING OF STUDS, PLATES AND BEAMS SHALL BE ALLOWED AS FOLLOWS: 4.1. 4.2. 4.3. 2X4 LOAD BEARING STUDS 2X4 NON-LOAD BEARING STUDS UNIFORMLY LOADED BEAMS MAY BE BORED AS LONG AS THE HOLE IS WITHIN THE MIDDLE 1/3 OF THE DEPTH AND SPAN. BEAMS WITH POINT LOADS SHALL NOT BE BORED UNLESS APPROVED BY THE ENGINEER. 5. UNLESS NOTED OTHERWISE, FASTENING SHALL BE PER FASTENING TABLE IN CHAPTER 23 OF THE APPLICABLE IBC HOLES UP TO 1-3/8" DIA. HOLES UP TO 2-1/8" DIA. CODE. 6. FRAMING GAPS EXCEEDING 1/16" SHALL BE SHIMMED WITH WOOD OR METAL SHIMS. WOOD SHIMS SHALL MEET OR EXCEED THE ALLOWABLE BEARING OF THE PLATES (565 PSI FOR SOUTHERN PINE). 7. TREATED WOOD WHERE SPECIFIED SHALL BE IMPREGNATED UNDER PRESSURE WITH COMPOUNDS THAT REDUCE ITS SUSCEPTIBILITY TO FLAME SPREAD OR TO DETERIORATION CAUSED BY FUNGI, INSECTS OR MARINE BORERS. SILL PLATES SHALL BE TREATED IN ACCORDANCE WITH AWPA STANDARD U1 TO THE REQUIREMENTS OF USE CATEGORY 2 (UC2). 8. DOUGLAS FIR-LARCH NO. 2 MAY BE SUBSTITUTED FOR STUDS, TOP PLATES, BOTTOM PLATES, WIND POSTS AND BLOCKING. NAILS 1. ALL NAILS FOR STRUCTURAL WORK SHALL BE COMMON WIRE NAILS MEETING ASTM F1667 UNLESS NOTED OTHERWISE. HOLES SHALL BE PRE-DRILLED WHERE NECESSARY TO PREVENT SPLITTING. NAILS SHALL HAVE MINIMUM PROPERTIES SPECIFIED IN THE TABLE BELOW: NAILS TYPE SHANK Ø (IN) LENGTH MIN. PENETRATION (IN) MIN. BENDING YIELD STRENGTH (PSI) 6d 8d 10d 12d 16d 20d 0.113 0.131 0.148 0.148 0.162 0.192 2 IN. 2.5 IN. 3 IN. 3.25 IN. 3.5 IN. 4 IN. 1.13 1.31 1.48 1.48 1.63 1.92 100,000 100,000 90,000 90,000 90,000 80,000 2. 3. NAILING NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE PER IBC 2304.10.2 FASTENING SCHEDULE. STAINLESS STEEL (TYPE 316) NAILS SHALL BE USED AT EXTERIOR AREAS PERMANENTLY EXPOSED TO MOISTURE. ALL NAILS THAT ARE EXPOSED TO WEATHER OR ARE IN CONTACT WITH PRESERVATIVE TREATED LUMBER SHALL BE GALVANIZED MEETING ASTM A153. STRUCTURAL STEEL 1. 2. HOT ROLLED STRUCTURAL MEMBERS SHALL BE NEW STEEL CONFORMING TO ASTM SPECIFICATION A6/A6M-12A. UNLESS NOTED OTHERWISE ON PLAN, STRUCTURAL STEEL GRADES SHALL BE AS FOLLOWS: 2.1. PLATES ASTM A572 Fy = 50 KSI 3. 4. 5. 6. 7. ERECTOR SHALL INCLUDE TEMPORARY SHORING AND BRACING IN HIS SCOPE. GALVANIZING AND PAINTING SHALL BE VERIFIED PRIOR TO FABRICATION IF NOT INDICATED ON PLAN. UNLESS NOTED OTHERWISE, ELECTRODES FOR WELDING SHALL CONFORM TO E70XX (SMAW), F7XX-EXX (SAW), ER70S-X(GMAW), OR E7XT-X(FCAW). FIELD WELDING SHALL BE PERFORMED BY WELDERS CERTIFIED FOR STRUCTURAL STEEL. SHOP WELDING MUST BE PERFORMED IN A LICENSED FABRICATION SHOP. DELEGATED DESIGNS, SHOP DRAWINGS, AND MATERIAL SUBMITTALS: DELEGATED DESIGNS : THE FOLLOWING ITEMS ARE STRUCTURAL SYSTEMS DESIGNED AND/OR MANUFACTURED BY OTHERS AND SHALL BE SUBMITTED FOR EOR AND AHJ REVIEW. THE CONTRACTOR SHALL PROVIDE A DETAILED SET OF DRAWINGS SEALED, SIGNED AND DATED BY A LICENSED PROFESSIONAL ENGINEER, WHEN REQUIRED, AND SHALL FORWARD A SET TO THE BUILDING OFFICIAL. DEFERRED SUBMITTAL ITEMS SHALL NOT BE INSTALLED UNTIL THEY APPROVED BY THE BUILDING OFFICIAL. THE DRAWINGS SHALL ALSO CONTAIN DESIGN LOADS, REFERENCE TO THE APPLICABLE DESIGN STANDARD, AND MATERIAL STRENGTH SPECIFICATIONS UTILIZED IN THE DESIGN. 1. TEMPORARY SHORING SHOP DRAWINGS: THE FOLLOWING ITEMS ARE STRUCTURAL SYSTEMS DESIGNED BY CPH STRUCTURAL ENGINEERING, INC. REQUIRING DRAWINGS BY THE INSTALLER DETAILING SUCH ITEMS AS PLACEMENT, FABRICATION, CONNECTIONS, ETC. CPH STRUCTURAL ENGINEERING, INC. WILL REVIEW THE SHOP DRAWINGS FOR COMPLIANCE WITH THE STRUCTURAL PLANS AND SPECIFICATIONS. ANY ITEMS NOT DESIGNED BY CPH, SUCH AS CONNECTIONS OR SUBSTITUTIONS, WILL REQUIRE AN ENGINEER'S SEAL TO BE PROVIDED BY THE CONTRACTOR. THE OMISSION FROM THE SHOP DRAWINGS OF ANY MATERIALS REQUIRED TO BE PROVIDED BY THE CONTRACT DOCUMENTS SHALL NOT RELIEVE THE CONTRACTOR OF THE REQUIREMENT TO FURNISH AND INSTALL SAID ITEMS REGARDLESS OF SHOP DRAWING APPROVAL. 2. METAL FABRICATIONS ENGINEERED, TESTED, MANUFACTURED ASSEMBLIES, COMPONENTS, & MATERIAL SUBMITTALS: 1. ENGINEERED, TESTED, AND MANUFACTURED ASSEMBLIES, COMPONENTS, AND MATERIALS WITH IMPACT TO STRUCTURE SHALL BE SUBMITTED TO THE EOR FOR REVIEW. SPECIFICATIONS PROVIDED FOR MATERIALS ON THIS PROJECT SHALL BE UTILIZED IN PREPARATION OF PRODUCT SPECIFIC INFORMATION SHOWING COMPLIANCE WITH APPLICABLE STRENGTH AND STANDARDS REQUIREMENTS. WHERE PROJECT SPECIFICATIONS PROVIDED BY THE ARCHITECT CONTRADICT THE SPECIFICATIONS ON THESE DRAWINGS, THESE DRAWINGS SHALL GOVERN UNLESS APPROVED OTHERWISE BY THE STRUCTURAL ENGINEER. MATERIAL SUBMITTALS SHALL ALSO INCLUDE ACCESSORIES FOR ALL PRODUCTS AND SYSTEMS SPECIFIED IN THESE DRAWINGS. 2. 3. REVIEW STAMP DESIGNATIONS: 1. ALL DESIGNATIONS ARE INDICATIVE OF A REVIEW FOR GENERAL CONFORMANCE WITH THE CONSTRUCTION DOCUMENTS AND WILL INDICATE ACTION AS FOLLOWS: 1.1. NO EXCEPTIONS - NO ITEMS WERE FOUND TO BE IN CONFLICT WITH THE CONSTRUCTION DOCUMENTS OR PROHIBIT THE USE OF THE MATERIAL SUBMITTED; FABRICATION OR USE OF THE MATERIAL MAY PROCEED WITH NO RE-SUBMITTAL REQUIRED 1.2. EXCEPTIONS NOTED - ITEMS WERE FOUND IN CONFLICT WITH THE CONSTRUCTION DOCUMENTS OR PROHIBITING THE USE OF THE MATERIAL SUBMITTED; FABRICATION OR USE OF THE MATERIAL MAY PROCEED WITH CORRECTIVE ACTION NOTED AND A "FOR CONSTRUCTION" RESUBMITTAL IS REQUIRED REFLECTING THE CORRECTIVE ACTION. 1.3. REVISE AND RESUBMIT - SIGNIFICANT ITEMS WERE FOUND IN CONFLICT WITH THE CONSTRUCTION DOCUMENTS OR PROHIBITING THE MATERIAL'S USE; FABRICATION OR USE OF THE MATERIAL MAY NOT PROCEED AND THE SUBMITTAL SHOULD BE RE-SUBMITTED WITH CORRECTIVE ACTIONS NOTED. 1.4. NOT REVIEWED - THE SUBMITTAL DOES NOT CONTAIN ANY FABRICATIONS OR MATERIALS RELEVANT TO THE STRUCTURAL DESIGN DRAWINGS PREPARED BY OR REQUIRED BY THE EOR. 1.5. FOR INFORMATION ONLY - THE SUBMITTAL DOES NOT REQUIRE REVIEW BUT HAS BEEN FILED FOR THE RECORD. REQUEST FOR INFORMATION (RFI): 1. EACH REQUEST FOR INFORMATION SHALL BE SUBMITTED IN WRITING AND AT A MINIMUM SHALL CONTAIN THE FOLLOWING INFORMATION: 1.1. 1.2. 1.3. 1.4. 1.5. 1.5.1. 1.5.2. 1.5.3. 1.5.4. UNIQUE IDENTIFICATION NUMBER DATE SUBMITTED DATE RESPONSE REQUIRED SPECIFIC DRAWING, SECTION, OR DETAIL IN NEED OF CLARIFICATION THE NATURE OF THE CLARIFICATION REQUESTED: REQUEST FOR SUBSTITUTION CORRECTIVE REPAIR, INCLUDING SUGGESTIONS, SKETCHES & PHOTOS IF APPLICABLE ADDITIONAL INFORMATION REQUIRED DISCREPANCY BETWEEN CONSTRUCTION DOCUMENTS 1.6. RETURN OF RESPONSE INSTRUCTIONS C|P|H Structural Engineering, Inc. 31360 Nichols Sawmill Rd., Suite B Magnolia, Texas 77355 Texas Registered Eng Firm #14038 Principal Engineer: Christopher P. Hillman, P.E. chillman@cphengineering.com (281) 826-1848 Office: (832) 865-1429 Direct: s p a M e g o o G l E V A S S E R G N O C 0 2 9 , E V A S S E R G N O C N 0 2 9 , 1 0 7 8 7 S A X E T , I N T S U A 8 8 0 - 2 6 0 This design relies upon architectural background drawings received on 04/28/26 provided for our use in preparing this design. These drawings shall not be used for construction unless the architectural backgrounds were released for such purpose 2 1 PERMIT REVISIONS PERMIT NO. REVISION/ISSUE 08/10/2026 05/27/2026 DATE Sheet Name: GENERAL NOTES & SPECIFICATIONS Sheet No.: S-020 BUILDING KEY PLAN SITE KEY PLAN FOR AHJ USE ONLY 08/10/2026 EXISTING BUILDING PANIC HARDWARE TO BE INSTALLED 3/5 S-120 920 CONGRESS 918 CONGRESS REFER TO SHEET S-110 UNDER SEPARATE PERMIT 918 CONGRESS EXIST. MASONRY WALLS 916 CONGRESS % 2 CONTRACTOR SHALL PLACE NEEDLE BEAMS AT A SUFFICIENT HEIGHT TO ALLOW FOR INSTALLATION OF PERMANENT LINTEL EXIST. MASONRY WALLS NON-LOAD BEARING WALL: SHALL BE 2X6 @ 16" O.C. CONVENTIONAL LIGHT FRAME CONSTRUCTION Scale: 1/4" = 1'-0" EXIST. MASONRY WALLS NEW STEEL LINTEL NOT IN SCOPE OF THIS SHEET REFER TO SHEET S-110 UNDER SEPARATE PERMIT 5/8" DIA. THROUGH BOLTS @ 16" O.C. MAX. SPACING 3" X 6" BEARING PL. (1) 3/4" DIA. X 16" THREADED ROD ANCHOR @ 32" O.C. MAX. SPACING DRILLED & EPOXIED INTO MASONRY 18" X 8" X 1" THICK BEARING PLATE SECTION 2 Scale: 1/4" = 1'-0" 1'-6" F.V. 9" F.V. 9" F.V. " 2 - ' 5 1 (2) 5/8" BENT PL. 3/4" X 12" X 12" BASE PLATE W/ (4) 1/2" DIA. X 6" HSA CONTRACTOR SHALL PROVIDE (6) TEMPORARY NEEDLE BEAMS EQUALLY SPACED ACROSS THE WIDTH OF THE OPENING CAPABLE OF SUPPORTING 2.5 KIPS CONCENTRATED LOAD EA. AT THEIR MID-SPAN NOTE: A TEMPORARY SHORING SYSTEM CAPABLE OF SUPPORTING THE LOADS PROVIDED SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR CONTRACTOR SHALL PROVIDE TEMPORARY POST SHORES BENEATH EACH NEEDLE BEAM LEVEL 1 " 6 - ' 1 " 8 1/4" 1/4" LEVEL 2 CEILING @ 920 CONGRESS EXIST. FLOOR FRAMING LEVEL 2 CEILING @ 918 CONGRESS EXIST. UNREINFORCED MASONRY WALL 4 S-110 " 2 - ' 3 1 R O T C A R T N O C Y B D E D V O R P I " 5 - ' 7 H C R A / W Y F R E V I 4 S-110 LEVEL 1 " 2 - ' 5 1 1'-6" F.V. " 8 1/4" (2) 5/8" BENT PL. 9" F.V. 9" F.V. C|P|H Structural Engineering, Inc. 31360 Nichols Sawmill Rd., Suite B Magnolia, Texas 77355 Texas Registered Eng Firm #14038 Principal Engineer: Christopher P. Hillman, P.E. chillman@cphengineering.com (281) 826-1848 Office: (832) 865-1429 Direct: s p a M e g o o G l E V A S S E R G N O C 0 2 9 , E V A S S E R G N O C N 0 2 9 , 1 0 7 8 7 S A X E T , I N T S U A 8 8 0 - 2 6 0 Scale: 1/2" = 1'-0" This design relies upon architectural background drawings received on 04/28/26 provided for our use in preparing this design. These drawings shall not be used for construction unless the architectural backgrounds were released for such purpose 2 1 PERMIT REVISIONS PERMIT NO. REVISION/ISSUE 08/10/2026 05/27/2026 DATE Sheet Name: STRUCTURAL PLANS, DETAILS & SPECIFICATIONS Sheet No.: S-120 PARTIAL PLAN DETAIL - FOOTING Scale: 1/4" = 1'-0" DETAIL 4 ELEVATION UNDISTURBED NATIVE CLAY, SANDY CLAY, SILTY CLAY, CLAYEY SILT, SILT AND SANDY SILT (CL, ML, MH, AND CH) SECTION #7 (6) EA. WAY TOP & BOTTOM W/ 3" CLR COVER FOR AHJ USE ONLY PLAN Scale: 3/4" = 1'-0" STRUCTURAL PLAN 1 11'-5 1/2" VERIFY W/ ARCH NEW STEEL LINTEL 2 S-120 PARTIAL PLAN DETAIL - LINTEL FRAMING 6'-0" SQUARE 2 S-120 3 5 08/10/2026 920 CONGRESS PROPOSED STEEL LINTEL NOT IN SCOPE OF THIS SHEET REFER TO PERMIT DOCUMENTS FOR 920 CONGRESS 920 CONGRESS 920 CONGRESS EXISTING EXISTING STORAGE STORAGE FEMALE RESTROOM EXISTING RESTROOM 1 EXISTING RESTROOM 2 MALE RESTROOM 3 S-110 918 CONGRESS % 2 916 CONGRESS 916 CONGRESS NEW MASONRY LINTEL EXIST. MASONRY WALLS LEVEL 2 CEILING @ 918 CONGRESS (NO FLOORS EXIST AT 916 CONGRESS) 4 S-110 EXIST. FLOOR FRAMING EXIST. UNREINFORCED MASONRY WALL LINE PLATE " 2 - ' 3 1 R O T C A R T N O C Y B D E D V O R P I LEVEL 1 SECTION 2 Scale: 1/2" = 1'-0" 2X LEDGER FASTENED TO STEEL W/ 1/2" DIA. WELDED STUDS @ 12" O.C. 2X6 @ 12" O.C. W/ LU26 JOIST HANGER AT LEDGER END & H2.5 AT WALL END LINE PLATE (2) 5/8" BENT PL. 2X6 @ 16"O.C. WALL 9" F.V. 9" F.V. 1/4" PL. STEEL BEAM SADDLE AT EA. END OF BEAM HEADER PER PLAN " 8 1/4" (2) 5/8" BENT PL. STRUCTURAL PLAN 1 NON-LOAD BEARING EXTERIOR WALL: SHALL BE 2X6 @ 16" O.C. CONVENTIONAL LIGHT FRAME CONSTRUCTION 8'-0" VERIFY W/ ARCH (3)2X8 % 2 916 CONGRESS CONCRETE FLAT WORK AS REQUIRED 2 S-110 EXIST. MASONRY WALLS 916 CONGRESS REFER TO SHEET S-100 UNDER SEPARATE PERMIT CONTRACTOR SHALL PLACE NEEDLE BEAMS AT A SUFFICIENT HEIGHT TO ALLOW FOR INSTALLATION OF PERMANENT LINTEL Scale: 1/4" = 1'-0" 1'-6" F.V. CONTRACTOR SHALL PROVIDE (3) TEMPORARY NEEDLE BEAMS EQUALLY SPACED ACROSS THE WIDTH OF THE OPENING CAPABLE OF SUPPORTING 2.5 KIPS CONCENTRATED LOAD RESS) NOTE: A TEMPORARY SHORING SYSTEM CAPABLE OF SUPPORTING THE LOADS PROVIDED SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 5/8" DIA. THROUGH BOLTS @ 16" O.C. MAX. SPACING 3" X 6" BEARING PL. (1) 3/4" DIA. X 16" THREADED ROD ANCHOR @ 32" O.C. MAX. SPACING DRILLED & EPOXIED INTO MASONRY CONTRACTOR SHALL PROVIDE TEMPORARY POST SHORES BENEATH EACH NEEDLE BEAM 18" X 8" X 1" THICK BEARING PLATE " 8 " 0 - ' 1 1/4" PARTIAL PLAN DETAIL 3 Scale: 1/4" = 1'-0" DETAIL 4 ELEVATION SECTION 9" F.V. 9" F.V. PLAN FOR AHJ USE ONLY Scale: 3/4" = 1'-0" C|P|H Structural Engineering, Inc. 31360 Nichols Sawmill Rd., Suite B Magnolia, Texas 77355 Texas Registered Eng Firm #14038 Principal Engineer: Christopher P. Hillman, P.E. chillman@cphengineering.com (281) 826-1848 Office: (832) 865-1429 Direct: s p a M e g o o G l E V A S S E R G N O C 8 1 9 , E V A S S E R G N O C N 8 1 9 , 1 0 7 8 7 S A X E T , I N T S U A 7 8 0 - 2 6 0 This design relies upon architectural background drawings received on 04/28/26 provided for our use in preparing this design. These drawings shall not be used for construction unless the architectural backgrounds were released for such purpose 1 PERMIT NO. REVISION/ISSUE 05/27/2026 DATE Sheet Name: STRUCTURAL PLANS, SPECIFICATIONS & DETAILS Sheet No.: S-110 05/27/2026