11.1 - 3304 Oakmont Blvd - Photos & Drawings — original pdf

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1/2 OF LOT 1 BRYKERWOODS G [S 70° 40' 00" E 111.52'] S 72° 38' 49" E 111.50' AC 5' B.L. 9 . 9 ' 625' TBM 624.16' 21.2' 16.4' 4.9' ) . ' 1 . 9 EXISTING ELECTRICAL METER TO REMAIN ' 1 . 9 NEW COVERED PORCH ' 4 . 6 2 7.9' ' 3 . 7 1 GRAVEL DRIVE 625' CONCRETE APRON CONCRETE PAVERS EXISTING BUILDING TO REMAIN R E T T U G D B A B R U C E T R C N O C ' 8 4 . 3 6 W " 3 5 ' 8 5 ° 6 2 S ] ' . 7 2 3 6 W " 0 0 ' 8 5 ° 8 2 S [ . W O R . ' 0 5 ( D V L B T N O M K A O POWER POLE OVERHEAD ELECTRICAL SERVICE 28" PECAN UNCOVERED DECK 8' X 10' WOOD SHED ON BLOCKS SOUTH 1/2 OF LOT 1 CONCRETE STEPS ' 3 2 6 20" OAK 5 ' . P U E . . 3 . 7 ' 5.8' ' 0 . 7 1 ' 4 . 5 1 NEW ADDITION P P N 2 4 ° 3 7 ' [ N 2 6 ° 3 9 ' 0 0 " E 4 4 . 8 5 ' ] 2 8 " E 4 4 . 8 9 ' 3 T O L CONCRETE WALK CONCRETE STEPS 625' WM 20.1' 25.1' 3.5' ' 8 . 5 1 5.0' ' 9 . 7 E N I L G N D L I U B I ' 5 2 15.8' 29.9' 5' BUILDING LINE ' 8 . 7 N 63° 01' 53" W 108.08' [N 61° 02' 00" W 108.14'] LOT 2 1 PLOT PLAN 1/8" = 1'-0" NORTH jamesgonin.com (512) 626-8321 4/29/2026 2:03:17 PM i e c n e d s e R n e d r u D d v B l t n o m k a O 4 0 3 3 3 0 7 8 7 X T , n i t s u A No. Description Date PLOT PLAN Project Number Date Drawn By Checked By 251118 4/27/2026 JG JG A-100 Scale 1/8" = 1'-0" GENERAL PROJECT NOTES: PROJECT TEAM: LOCATION MAP: OWNER: EMILY DURDEN E-MAIL: PHONE: ARCHITECT: durden.emily@gmail.com 512-585-9574 JAMES GONIN, LLC CONTACT: E-MAIL: PHONE: ADDRESS: WEBSITE: JAMES GONIN, AIA james@jamesgonin.com 512-626-8321 1513 FOREST TRAIL, #11 AUSTIN, TX 78703 jamesgonin.com GENERAL CONTRACTOR / BUILDER: CONTACT: E-MAIL: PHONE: MICHAEL PLAISANCE mep318@gmail.com 512-750-2777 STRUCTURAL ENGINEER: SEC SOLUTIONS E-MAIL: PHONE: ADDRESS: WEBSITE: office@sectexas.com 512-215-4364 407 FOREST STREET LIBERTY HILL, TX 78642 sectexas.com 1. 2. 3. 4. 5. 6. 7. 8. 9, 10. 11. 12. 13. 14. 15. 16. 17. 18. THE FINAL LOCATION OF THE BUILDING IS TO BE DETERMINED AND REVIEWED IN THE FIELD, PRIOR TO INSTALLATION OF ANY PERMANENT CONSTRUCTION. ANY DISCREPANCIES IN CONSTRUCTION DOCUMENTS OR NONCOMPLIANCE TO BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO ANY WORK BEING PERFORMED OR MATERIALS BEING ORDERED. BUILDER ACCEPTS FULL RESPONSIBILITY FOR CHECKING PLANS TO ASSURE CONFORMITY TO CURRENT LOCAL BUILDING CODES. SHOULD ANY CHANGES BE MADE TO THESE PLANS BY BUILDER OR HIS REPRESENTATIVES WITHOUT CONTACTING THE ARCHITECT, THE BUILDER WILL ACCEPT FULL LIABILITY FOR AMENDED PLANS. THESE DRAWINGS/SPECS ARE INSTRUMENTS OF SERVICE AND SHALL REMAIN THE PROPERTY OF THE ARCHITECT WHETHER THE PROJECT IS EXECUTED OR NOT. THESE DRAWINGS SHALL NOT BE USED BY THE CLIENT OR BUILDER FOR OTHER PROJECTS, FOR ADDITIONS TO THIS PROJECT, OR FOR COMPLETION OF THIS PROJECT BY OTHERS WITHOUT PERMISSION OF THIS ARCHITECT. THESE DOCUMENTS DO NOT NECESSARILY SHOW TYPICAL DETAILING &/OR WATERPROOFING. WHEN THESE DOCUMENTS DO NOT SPECIFY SPECIFIC PRODUCTS, MATERIALS OR SYSTEMS, CONTRACTOR ACCEPTS FULL RESPONSIBILITY FOR APPROPRIATE AND PROPER DETAILING FOR AND BETWEEN ALL PRODUCTS, MATERIALS, AND SYSTEMS INSTALLED. ALL COMPONENTS, MATERIALS, SYSTEMS AND FINISHES TO BE CONSTRUCTED AND INSTALLED PER MANUFACTURER'S RECOMMENDATIONS, CODE REQUIREMENTS AND REGULATED BUILDING PRACTICES. IF CONFLICTS ARISE BETWEEN ARCHITECTURAL PLANS OR SPECIFICATIONS AND MANUFACTURER'S SPECIFICATIONS, CONTRACTOR IS TO CONTACT ARCHITECT PRIOR TO PURCHASE AND OR INSTALLATION OF MATERIALS FOR DIRECTION. ARCHITECT IS NOT RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION WHICH ARE NOT SPECIFIED IN THESE CONSTRUCTION DOCUMENTS. CONTRACTOR WILL BE RESPONSIBLE FOR ALL ASPECTS OF CONSTRUCTION INCLUDING BUT NOT LIMITED TO ALL WATER AND DAMPPROOFING, LOAD CONNECTIONS AND MECHANICAL, ELECTRICAL AND PLUMBING SYSTEMS. ALL MATERIALS AND LABOR TO BE GUARANTEED FOR ONE YEAR FROM THE DATE OF FINAL PAYMENT, IN ADDITION TO ALL WARRANTIES THAT ARE STANDARD TO THE INDUSTRY. CONTRACTOR TO PROVIDE (SUPPLY AND INSTALL) ALL EQUIPMENT, LABOR SERVICES, AND MATERIALS REQUIRED FOR THE COMPLETE APPROVED INSTALLATION OF THE SYSTEMS CALLED FOR. THESE DRAWINGS DO NOT INCLUDE NECESSARY COMPONENTS FOR CONSTRUCTION SAFETY. THE CONTRACTOR IS RESPONSIBLE FOR INITIATING, MAINTAINING AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS NECESSARY FOR COMPLETION OF WORK. ALL DIMENSIONS TO BE VERIFIED IN THE FIELD. REPORT ANY AND ALL DISCREPANCIES, ERRORS OR OMISSIONS TO THE ARCHITECT PRIOR TO COMMENCING WORK AND/OR ORDERING MATERIALS. DIMENSIONS SHALL NOT BE SCALED FROM THESE DRAWINGS. ANY CRUCIAL DIMENSION NOT GIVEN SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. ALL DIMENSIONS SHOWN ON PLAN ARE TO THE FACE OF THE WALL AND DO NOT INCLUDE WALL FINISH THICKNESSES. THE CONTRACTOR SHALL GIVE NOTICE TO ALL AUTHORIZED INSPECTORS, SUPERINTENDENTS OR PERSONS IN CHARGE OF UTILITIES AFFECTED BY HIS OPERATIONS PRIOR TO COMMENCING WORK. THE CONTRACTOR IS TO FILE FOR, AND SECURE ALL APPROVALS, PERMITS, TESTS, INSPECTIONS AND CERTIFICATES OF COMPLIANCE AS REQUIRED. THE CONTRACTOR IS RESPONSIBLE FOR ASSURING THAT ALL PERMITS NECESSARY TO LEGALLY PERFORM THE WORK HAVE BEEN OBTAINED PRIOR TO COMMENCING CONSTRUCTION. VERIFY EXISTING CONDITIONS AND DIMENSIONS PRIOR TO CONSTRUCTION START. IN CASE OF DISCREPANCIES OR CONFLICTS ON THE DRAWINGS AND SPECIFICATIONS, OR BETWEEN THE DRAWINGS AND THE EXISTING CONDITIONS, CONTACT THE ARCHITECT OR OWNER BEFORE PROCEEDING WITH THE WORK. CONTRACTOR SHALL CLEAN UP CONSTRUCTION AREAS AFFECTED BY DAILY WORK AND MAINTAIN A CLEAN AND ORDERLY WORK AREA AT ALL TIMES. REMOVE MATERIALS TO APPROVED DUMP SITES ONLY. jamesgonin.com (512) 626-8321 4/29/2026 1:57:18 PM i e c n e d s e R n e d r u D d v B l t n o m k a O 4 0 3 3 3 0 7 8 7 X T , n i t s u A No. Description Date COVER Project Number Date Drawn By Checked By 251118 4/27/2026 JG JG A-000 Scale SHEET INDEX: PLOT PLAN TREE PROTECTION PLAN DEMOLITION PLAN FLOOR PLAN A-000 COVER A-100 A-101 A-102 A-103 A-104 CEILING / ELECTRICAL PLAN A-105 A-106 A-107 A-108 A-109 S0.0 S0.1 S0.2 S0.3 S0.4 S0.5 S1.0 S2.0 S2.1 S3.0 S3.1 S3.2 S4.0 S5.0 S6.0 S6.1 S6.2 ROOF PLAN EXTERIOR ELEVATIONS INTERIOR ELEVATIONS BUILDING SECTIONS EXTERIOR PERSPECTIVE VIEWS STRUCTURAL NOTES STRUCTURAL NOTES FIRST FLOOR DEMO PLAN FIRST FLOOR PROPOSED PLAN PROPOSED ROOF PLAN PIER LAYOUT PLAN PIER AND BEAM FRAMING PLAN SECTIONS SECTIONS AND DETAILS FIRST FLOOR CEILING FRAMING PLAN FRAMING DETAILS FRAMING DETAILS ROOF FRAMING PLAN FIRST FLOOR WIND BRACING PLAN TYPICAL DETAILS TYPICAL DETAILS TYPICAL DETAILS 28" PECAN: TOTAL AREA OF CRZ: 2463 SF EXISTING CRZ IMPACTS (HOUSE AND SHED): 150 SF NEW CRZ IMPACTS (ADDITION AND DECK): 329 SF TOTAL CRZ IMPACTS: 479 SF < 50% TOTAL CRZ AREA 1/2 OF LOT 1 BRYKERWOODS G 8" MULCH LAYER, TYPICAL TREE PROTECTION FENCING, TYPICAL R 28' - 0" FULL CRZ POWER POLE OVERHEAD ELECTRICAL SERVICE R 14' - 0" 1/2 CRZ 28" PECAN Z R R 7' - 0" 1/4 C [S 70° 40' 00" E 111.52'] S 72° 38' 49" E 111.50' AC 5' B.L. 625' SPOILS EXISTING ELECTRICAL METER TO REMAIN WC DUMPSTER NEW COVERED PORCH 8' X 10' WOOD SHED ON BLOCKS UNCOVERED WOOD DECK EXISTING BUILDING TO REMAIN SOUTH 1/2 OF LOT 1 5 ' . P U E . . W E N 20" OAK ' 3 2 6 R 20' - 0" FULL CRZ R 5' - 0" 1/4 CRZ 1 / 2 C R Z R 1 0 ' - 0 " I N O T D D A I 5' BUILDING LINE P P N 2 4 ° 3 7 ' [ N 2 6 ° 3 9 ' 0 0 " E 4 4 . 8 5 ' ] 2 8 " E 4 4 . 8 9 ' 3 T O L CONCRETE WALK WM 625' E N I L G N D L I U B I ' 5 2 TREE PLAN NOTES: 1. 2. 3. PROTECT ALL TREES TO REMAIN FOR THE DURATION OF CONSTRUCTION IN ACCORDANCE WITH CITY OF AUSTIN STANDARDS (ENVIRONMENTAL CRITERIA MANUAL 3.5.2) TREE PROTECTION FENCING TO BE CHAIN-LINK MESH WITH A MINIMUM HEIGHT OF 5' UTILITY LINE LOCATIONS ARE APPROXIMATE, GENERAL CONTRACTOR TO FIELD VERIFY EXACT LOCATIONS 8" MULCH LAYER, TYPICAL N 63° 01' 53" W 108.08' [N 61° 02' 00" W 108.14'] TREE PROTECTION FENCING, TYPICAL 20" OAK: TOTAL AREA OF CRZ: 1257 SF EXISTING CRZ IMPACTS: NONE NEW CRZ IMPACTS (ADDITION AND DECK): 139 SF TOTAL CRZ IMPACTS: 139 SF < 50% TOTAL CRZ AREA LOT 2 1 TREE PROTECTION PLAN 1/8" = 1'-0" NORTH TBM 624.16' ) . ' 8 4 . 3 6 W " 3 5 ' 8 5 ° 6 2 S ] ' 7 2 . 3 6 W " 0 0 ' 8 5 ° 8 2 S [ . W O R . ' 0 5 ( D V L B T N O M K A O jamesgonin.com (512) 626-8321 4/29/2026 1:57:18 PM i e c n e d s e R n e d r u D d v B l t n o m k a O 4 0 3 3 3 0 7 8 7 X T , n i t s u A No. Description Date TREE PROTECTION PLAN Project Number Date Drawn By Checked By 251118 4/27/2026 JG JG A-101 Scale 1/8" = 1'-0" ITEMS TO REMAIN ITEMS TO BE REMOVED REMOVE EXISTING WALL AS NEEDED FOR INSTALLATION OF NEW WINDOW GARAGE PATIO KITCHEN DINING REMOVE EXISTING WINDOW AND ADJACENT WALLS AS NEEDED FOR INSTALLATION OF NEW, WIDER WINDOW REMOVE EXISTING COLUMN REMOVE EXISTING STAIRS AND STOOP REMOVE EXISTING EXTERIOR SIDING (WALL TO REMAIN) BEDROOM T E S O L C BEDROOM HALL M O O R H T A B 1 DEMOLITION PLAN 1/4" = 1'-0" 0' 2' 4' 8' 16' NORTH jamesgonin.com (512) 626-8321 4/29/2026 1:57:18 PM i e c n e d s e R n e d r u D d v B l t n o m k a O 4 0 3 3 3 0 7 8 7 X T , n i t s u A No. Description Date DEMOLITION PLAN Project Number Date Drawn By Checked By 251118 4/27/2026 JG JG A-102 Scale 1/4" = 1'-0" PREFABRICATED 38" X 60" SHOWER TRAY SCHLUTER KST965/1525S OR EQUAL NO-CURB, FLUSH TRANSITION CERAMIC TILE FLOORING UNDERLAYMENT EXISTING SUBFLOOR EXISTING FLOOR JOIST BEYOND SUBFLOOR, SET FLUSH WITH TOP OF EXISTING FLOOR JOISTS 2X LEDGER AND BLOCKING, ATTACHED TO BOTH SIDES OF EXISTING FLOOR JOISTS 3 SHOWER FLOOR RECESS 3" = 1'-0" 1' - 7" 1 2 A-107 5 3 3 A-103 - --- / " 4 1 5 - ' 1 " 6 - ' 2 " 4 / 1 5 - ' 1 " 2 6" 1' - 4" 2' - 10" 10" A-107 4 5' - 6" / " 2 1 2 " 2 / 1 4 / " 2 1 3 - ' 1 / " 2 1 3 - ' 1 / " 2 1 2 - ' 1 " 2 / 1 2 - ' 1 " 2 / 1 4 - ' 1 " 5 - ' 1 " 6 - ' 2 Q E Q E " 2 / 1 0 1 - ' 0 1 4' - 0 1/4" 7' - 5 3/4" 5' - 9 1/4" 18' - 0 1/2" 8' - 6 3/4" EXISTING ELECTRICAL METER EXISTING ELECTRICAL METER NEW TANKLESS WATER HEATER 3' - 4 1/2" 2' - 0" 2668 OFFICE (~8'-0" CEILING) " 2 - ' 3 10 A-107 CABINET 3068 DN 2' - 9" 3' - 0" " 2 - ' 3 " 3 - ' 2 2668 2' - 8" 6" 8 3 0 3 ) 2 ( - E L B U O D G N U H 2' - 10 1/2" Q E Q E 2940 DOUBLE- HUNG ALIGN Q E Q E UTILITY/LAUNDRY (~10'-2" CEILING) CARPORT 4 3/4" (4) EQUAL RISERS (3) TREADS AT 11" DINING (~8'-3" CEILING) PORCH DECK 0 4 9 2 ) 4 ( - E L B U O D G N U H LIVING (NEW FRAMED FLOOR, VAULTED CEILING) 6 7 A-107 9 8 DW KITCHEN (~8'-3" CEILING) R O T A R E G R F E R I " 2 - ' 2 " 2 - ' 2 3068 1' - 0" ALIGN " 6 2' - 5 1/2" 5' - 1 1/4" 2' - 8" 1' - 4" ALIGN 2668 R A E L C " 0 - ' 3 M U M N M I I PRIMARY BEDROOM (VAULTED CEILING) 0 5 0 3 ) 2 ( - E L B U O D G N U H 8 6 6 2 BATHROOM (~8'-3" CEILING) 2068 2068 CLOSET (~8'-3" CEILING) 3050 DOUBLE- HUNG 3050 DOUBLE- HUNG 3' - 0 1/2" 10' - 2" 2' - 6" 15' - 8 1/2" 2 A-103 " 3 3020 FIXED 1' - 4" " 0 - ' 5 EXISTING BEDROOM (~8'-3" CEILING) " 5 " 3 - ' 8 " 5 " 3 - ' 8 " 5 " 3 - ' 8 " 5 2 A-108 1 A-108 2 ENLARGED BATHROOM PLAN 1/2" = 1'-0" 1 FLOOR PLAN 1/4" = 1'-0" 0' 2' 4' 8' 16' NORTH jamesgonin.com (512) 626-8321 4/29/2026 1:57:19 PM i e c n e d s e R n e d r u D d v B l t n o m k a O 4 0 3 3 3 0 7 8 7 X T , n i t s u A No. Description Date FLOOR PLAN Project Number Date Drawn By Checked By 251118 4/27/2026 JG JG A-103 Scale As indicated ELEC. / MECH. GENERAL NOTES: 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. ALL WORK SHALL COMPLY WITH THE CURRENT ELECTRICAL AND MECHANICAL CODES AND LOCAL CODE REGULATIONS. THE CONTRACTOR SHALL PERFORM ALL WORK IN CONFORMITY WITH THESE REGULATIONS WHETHER OR NOT SUCH WORK IS SPECIFICALLY SHOWN ON DRAWINGS. ELECTRICAL SUBCONTRACTOR TO MAKE ALL NECESSARY ELEC. CONNECTIONS AND BE RESPONSIBLE FOR ALL ELECTRICAL SERVICE AT MECHANICAL EQUIPMENT. ELECTRICAL CONTRACTOR TO COORDINATE AS REQUIRED WITH MECHANICAL SUBCONTRACTOR. THE CONTRACTOR SHALL BE RESPONSIBLE FOR INSPECTIONS, APPROVAL OF WIRING, INSTALLATION OF FIXTURES AND EQUIPMENT, AND FOR FINAL ACCEPTANCE OF THE COMPLETE ELECTRICAL INSTALLATIONS BY THE UNDERWRITERS AND BY LOCAL ELECTRICAL INSPECTORS. GANG ALL SWITCHES AND OUTLETS WHERE POSSIBLE. PROVIDE DIMMER SWITCHES TO ALL LIGHTING FIXTURES, RECESSED DOWNLIGHTS AND CEILING FANS, EXCLUDING STORAGE AREAS ALL SWITCHES TO BE 3'-8" A.F.F. TO CENTER LINE OF SWITCH PLATE. ALL OUTLETS TO BE 1'-0" A.F.F TO CENTER LINE OF OUTLET. UNLESS NOTED OTHERWISE. OUTLETS WITHIN 36" OF A SINK OR LAVATORY TO BE ON A G.F.I. CIRCUIT. ADDITIONAL GFI AS REQUIRED BY CODE. OUTLET HEIGHTS AT ALL VANITIES, BASE CABINETS AND OTHER MILLWORK TO BE DETERMINED BY OWNER AND/OR ARCHITECT FOR AESTHETIC EFFECT. VERIFY LOCATION, HEIGHT & TYPE OF POWER TO ALL APPLIANCES. COORDINATE WITH MILLWORK, OWNER AND/OR ARCHITECT. LOCATION OF FLOOR OUTLETS TO BE VERIFIED BY OWNER AND/OR ARCHITECT. PREWIRE FOR SECURITY SYSTEM PER OWNER'S REQUEST. PROVIDE PHONE & CATV OUTLETS PER PLAN OR PER OWNERS REQUEST. SUPPLY POWER TO ALL HVAC UNIT(S). PROVIDE POWER AS REQ'D. AT A/C COMPRESSOR UNITS. PROVIDE SWITCH AT ATTIC ACCESS AND LIGHT NEAR HVAC UNIT(S) IN ATTIC. TV MEDIA COMBINATION OUTLET(S) TO PROVIDE CONNECTIONS FOR ELECTRICAL & VARIOUS MEDIA/TELECOMMUNICATIONS SYSTEMS. PROVIDE BLOCKING FOR CEILING FANS WHERE SHOWN ON PLANS. PROVIDE FOR MOTION SENSORS AT ALL GARAGE DOORS PROVIDE ELECTRICAL CICUITS AS NEEDED FOR POOL EQUIPMENT AND LIGHTS. PROVIDE CIRCUITS FOR LANDSCAPE LIGHTING, FOUNTAINS, ETC. VERIFY LOCATIONS WITH OWNER, POOL DESIGNER AND/OR LANDSCAPE ARCHITECT. COMBINATION SMOKE / CARBON MONOXIDE DETECTORS SHALL BE LOCATED IN EACH BEDROOM AND AS SHOWN. ALL DETECTORS SHALL BE HARD WIRED TO PRIMARY AND HAVE BATTERY BACK UP. ELEC. /MECH. LEGEND WALL MOUNTED SCONCE M MOTION DETECTOR PENDANT OR SURFACE MOUNTED LIGHT RELOCATED ELECTRICAL PANEL CENTER OF WINDOW " 6 - ' 2 " 6 - ' 2 #1 DOUGLAS FIR T&G DECKING CENTER OF WINDOWS Q E Q E UNDERCABINET LIGHT (LED STRIP) #1 DOUGLAS FIR RAFTERS @16" OC TO TREE LIGHTING RECESSED DOWNLIGHT (LED) RECESSED STEP LIGHT (LED) LED TRACK LIGHT (OFCI) CEILING FAN F T S EXHAUST FAN (ON TIMER SWITCH) THERMOSTAT SMOKE/CARBON MONOXIDE DETECTOR SWITCH 3 3-WAY DUPLEX CONVENIENCE OUTLET GFI GROUND FAULT INTERUPT 220V OUTLET TV RECESSED TV MEDIA COMBINATION OUTLET FUEL GAS KEY VALVE WATER NEW GYPSUM BOARD CEILING EXISTING CEILING TO REMAIN jamesgonin.com (512) 626-8321 1' - 0" 3' - 9" EQ EQ CENTER OF WINDOW 4/29/2026 1:57:19 PM 3 (ART) Q E Q E M 3 2' - 0" GFI 3 DISPOSAL " 6 - ' 3 " 6 - ' 3 CENTER OF SINK BELOW DW 4' - 0" I F G EQ EQ V T 3 3 3 (ART) 3 2' - 0" GFI CENTER OF RANGE I F G (ART) " 0 - ' 5 " 0 - ' 5 GFI Q E Q E 3' - 4" 3' - 4" 3 GALVANIZED STEEL BEAM #1 DOUGLAS FIR PURLINS #1 DOUGLAS FIR RAFTERS @ 26" OC CENTER OF WINDOW CENTER RAFTER BETWEEN PAIRS OF COLUMNS, TYP. : 2 1 4 E P O L S 2 1 : 4 E P O L S " 6 - ' 3 " 8 " 8 " 6 - ' 3 V T CENTER OF SINK BELOW S 2' - 8" 3 GFI Q E Q E 2' - 8" S 3 F " 0 - ' 4 EQ EQ " 2 / 1 4 - ' F 1 1' - 8" 1 CEILING / ELECTRICAL PLAN 1/4" = 1'-0" 0' 2' 4' 8' 16' NORTH i e c n e d s e R n e d r u D d v B l t n o m k a O 4 0 3 3 3 0 7 8 7 X T , n i t s u A No. Description Date CEILING / ELECTRICAL PLAN Project Number Date Drawn By Checked By 251118 4/27/2026 JG JG A-104 Scale 1/4" = 1'-0" EXISTING SHINGLE ROOF NEW SHINGLE ROOFING TO MATCH EXISTING 2 1/2" : 12" " 2 1 : " 6 " 2 1 : " 6 NEW GALVALUME STANDING SEAM METAL ROOF NEW GALVALUME HALF-ROUND GUTTER 1/2" : 12" 1/2" : 12" NEW SHINGLE ROOFING TO MATCH EXISTING EXISTING SHINGLE ROOF 1 ROOF PLAN 1/4" = 1'-0" 0' 2' 4' 8' 16' NORTH jamesgonin.com (512) 626-8321 4/29/2026 1:57:20 PM i e c n e d s e R n e d r u D d v B l t n o m k a O 4 0 3 3 3 0 7 8 7 X T , n i t s u A No. Description Date ROOF PLAN Project Number Date Drawn By Checked By 251118 4/27/2026 JG JG A-105 Scale 1/4" = 1'-0" 2 A-108 1 A-108 jamesgonin.com (512) 626-8321 12 5.3 NEW DOWNSPOUT 12 2.5 12 5.3 TOP PLATE, VERIFY (MATCH EXISTING) 8' - 3" TOP OF STEEL 7' - 8" FIRST FLOOR 0' - 0" ELEC 12 6 12 6 4/29/2026 1:57:21 PM TOP PLATE, VERIFY (MATCH EXISTING) 8' - 3" TOP OF STEEL 7' - 8" I L A C P Y T , " 8 - ' 6 FIRST FLOOR 0' - 0" NEW DOWNSPOUT BRICK INFILL 4 NORTH 1/4" = 1'-0" NEW SIDING TO MATCH EXISTING EXISTING ELECTRICAL METER TO REMAIN NEW TANKLESS WATER HEATER 2 WEST 1/4" = 1'-0" NEW DOWNSPOUT STEEL HANDRAIL RELOCATED ELECTRICAL PANEL NEW SIDING TO MATCH EXISTING i e c n e d s e R n e d r u D d v B l t n o m k a O 4 0 3 3 3 0 7 8 7 X T , n i t s u A 1 A-108 2 A-108 No. Description Date I L A C P Y T , " 8 - ' 6 12 5.3 12 5.3 12 5.9 12 5.9 TOP PLATE, VERIFY (MATCH EXISTING) 8' - 3" TOP OF STEEL 7' - 8" FIRST FLOOR 0' - 0" NEW SIDING TO MATCH EXISTING BRICK INFILL UNDER WINDOW NEW DOWNSPOUT NEW DOWNSPOUT 3 SOUTH 1/4" = 1'-0" 1 EAST 1/4" = 1'-0" CONCRETE BEARING WALL (BOARD FORMED SURFACE), RE: STRUCTURAL STEEL HANDRAIL TOP PLATE, VERIFY (MATCH EXISTING) 8' - 3" TOP OF STEEL 7' - 8" EXTERIOR ELEVATIONS Project Number FIRST FLOOR 0' - 0" Date Drawn By Checked By 251118 4/27/2026 JG JG A-106 Scale 1/4" = 1'-0" SLOPED CEILING jamesgonin.com (512) 626-8321 KNEE SPACE " 6 " 6 - ' 2 4/29/2026 1:57:22 PM 1' - 6" FILES 2" 1' - 6" FILES 2" 10 OFFICE - WEST 1/2" = 1'-0" 3' - 0" 3' - 0" 2' - 0" " 6 - ' 2 " 6 - ' 1 " 0 - ' 3 FRIDGE END PANEL OPEN TO LIVING ROOM 2' - 1" " 6 - ' 1 " 0 - ' 3 2' - 1" " 6 - ' 1 " 0 - ' 3 N G L A I 2' - 1" " 6 - ' 1 " 0 - ' 3 2' - 6" 2' - 6" 3/4" END PANEL 3' - 0" FRIDGE 12" PULL OUT 1' - 0" 2' - 0" 3' - 0" DISHWASHER 1' - 6" TRASH 1' - 6" 1' - 0" EQ 3' - 0" RANGE 1' - 0" EQ 9 KITCHEN - EAST 1/2" = 1'-0" 8 KITCHEN - SOUTH 1/2" = 1'-0" 7 KITCHEN - WEST 1/2" = 1'-0" 6 KITCHEN - NORTH 1/2" = 1'-0" CERAMIC TILE (WRAP INSIDE WINDOW OPENING) SHOWER/TUB VALVE CERAMIC TILE (WRAP INSIDE WINDOW OPENING) CERAMIC TILE 30" X 60" TILE FRONT ALCOVE TUB (NO INTEGRAL APRON) KOHLER ARCHER OR SIMILAR CERAMIC TILE TEMPERED GLASS SHOWER DOOR SYSTEM CERAMIC TILE SHELF (MATCH COUNTERTOP MATERIAL) CERAMIC TILE " 0 - ' 3 " 0 - ' 3 2' - 6" 2' - 6" 2 1/4" 30" X 60" TILE FRONT ALCOVE TUB (NO INTEGRAL APRON) KOHLER ARCHER OR SIMILAR 4 BATHROOM - SOUTH B 1/2" = 1'-0" 3 BATHROOM - SOUTH A 1/2" = 1'-0" 2 BATHROOM - WEST 1/2" = 1'-0" 1 BATHROOM - NORTH 1/2" = 1'-0" 30" X 60" TILE FRONT ALCOVE TUB (NO INTEGRAL APRON) KOHLER ARCHER OR SIMILAR 5 BATHROOM - EAST 1/2" = 1'-0" i e c n e d s e R n e d r u D d v B l t n o m k a O 4 0 3 3 3 0 7 8 7 X T , n i t s u A No. Description Date INTERIOR ELEVATIONS Project Number Date Drawn By Checked By 251118 4/27/2026 JG JG A-107 Scale 1/2" = 1'-0" NEW INTERIOR WALLS NEW EXTERIOR WALL NEW CEILING EXISTING EXTERIOR WALL NEW RAISED SUBFLOOR AND FLOOR JOISTS, ALIGN FINISH FLOOR WITH EXISTING " 2 / 1 8 - ' 5 " 6 - ' 2 EXISTING CONCRETE SLAB TO REMAIN 2 BUILDING SECTION 2 1/2" = 1'-0" EXISTING SHINGLE ROOF NOTE: REFER TO 'S' DRAWINGS FOR ALL STRUCTURAL CONNECTIONS STANDING SEAM METAL ROOF ON 2X6 #1 DOUGLAS FIR PURLINS @ 24" OC 6" HALF-ROUND GUTTER 2X6 #1 DOUGLAS FIR RAFTERS @ 26" OC, RE: STRUCTURAL W4X13 STEEL BEAM, RE: STRUCTURAL jamesgonin.com (512) 626-8321 TOP PLATE, VERIFY (MATCH EXISTING) 8' - 3" TOP OF STEEL 7' - 8" 3" DIA. STEEL COLUMN, RE: STRUCTURAL 4/29/2026 1:57:23 PM FIRST FLOOR 0' - 0" i e c n e d s e R n e d r u D d v B l t n o m k a O 4 0 3 3 3 0 7 8 7 X T , n i t s u A TOP PLATE, VERIFY (MATCH EXISTING) 8' - 3" TOP OF STEEL 7' - 8" No. Description Date NOTE: REFER TO 'S' DRAWINGS FOR ALL STRUCTURAL CONNECTIONS EXISTING SHINGLE ROOF STANDING SEAM METAL ROOF ON 2X6 #1 DOUGLAS FIR PURLINS @ 24" OC 6" HALF-ROUND GUTTER 2X8 #1 DOUGLAS FIR RAFTERS @ 26" OC, RE: STRUCTURAL W4X13 STEEL BEAM, RE: STRUCTURAL EXISTING EXTERIOR WALL 3" DIA. STEEL COLUMN, RE: STRUCTURAL 2" X 1/2" STEEL HANDRAIL NEW STUD WALL, RE: STRUCTURAL HEADER, RE: STRUCTURAL " 0 - ' 7 " 0 - ' 7 EXISTING EXTERIOR WALL COMPOSITE DECKING ON TREATED PINE JOISTS 4" 4" 1 3/4" 11" " 0 - ' 3 11" 11" BUILDING SECTIONS EXISTING FLOOR EXISTING CONCRETE SLAB TO REMAIN NEW FLOOR JOISTS AND SUBFLOOR (ALIGN FINISH FLOOR WITH EXISTING FLOOR) 1 BUILDING SECTION 1 1/2" = 1'-0" EXISTING STEPS AND STOOP TO BE REMOVED FACE OF CONCRETE WALL BEYOND CONCRETE STEPS AND FOUNDATION WALL TURN AND ANCHOR RAIL TO SIDE OF CONCRETE STEPS " 7 " 7 " 7 FIRST FLOOR 0' - 0" " 2 1 / . X A M " 0 3 Project Number Date Drawn By Checked By 251118 4/27/2026 JG JG A-108 Scale 1/2" = 1'-0" NEW SHINGLE ROOF WITH UNDERLAYMENT TO MATCH EXISTING LAMINATED RIGID INSULATION/PLYWOOD PANELS, HUNTER XCI OR EQUAL 2X TONGUE & GROOVE #1 DOUGLAS FIR DECKING 2X8 DOUGLAS FIR RAFTERS, RE: STRUCTURAL MATCH HEIGHT OF FASCIA/GUTTER TO EXISTING CONSTRUCTION 6 " 2' - 0" 2X6 STUD WALL, RE: STRUCTURAL " 2 / 1 . X A M " 0 3 CONCRETE PIER, RE: STRUCTURAL CONCRETE WALL, RE: STRUCTURAL EXTERIOR VIEW - FROM NE EXTERIOR VIEW - FROM SW EXTERIOR VIEW - FROM NW EXTERIOR VIEW - FROM STREET jamesgonin.com (512) 626-8321 4/29/2026 1:57:29 PM i e c n e d s e R n e d r u D d v B l t n o m k a O 4 0 3 3 3 0 7 8 7 X T , n i t s u A No. Description Date EXTERIOR PERSPECTIVE VIEWS Project Number Date Drawn By Checked By 251118 4/27/2026 JG JG A-109 Scale GENERAL BEYOND SCOPE OF STRUCTURAL ENGINEER 4. DEAD LOADS: STRUCTURAL NOTES orest St 7 F 0 4 1. 2. 3. 4. 5. 6. 7. 8. 9. DIMENSIONS REFER TO ROUGH SURFACES. THE CONTRACTOR MUST VERIFY ALL DIMENSIONS AND ELEVATIONS PRIOR TO START OF CONSTRUCTION. THE ENGINEER SHALL BE NOTIFIED OF ANY DISCREPANCIES OR INCONSISTENCIES. ALL DRAWINGS ARE CONSIDERED PART OF THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL BE RESPONSIBLE FOR REVIEW AND COORDINATION OF ALL DRAWINGS AND SPECIFICATIONS PRIOR TO START OF CONSTRUCTION. ANY DISCREPANCIES THAT OCCUR SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE START OF CONSTRUCTION SO THAT CLARIFICATIONS CAN BE ISSUED. ANY WORK IN CONFLICT WITH CONTRACT DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BE CORRECTED BY THE CONTRACTOR AT HIS OWN EXPENSE AND AT NO EXPENSE TO THE OWNER OR STRUCTURAL ENGINEER. ALL WORK SHALL CONFORM TO THE MINIMUM STANDARDS OF THE BUILDING CODE AS WELL AS ANY OTHER REGULATING AUTHORITY OVER ANY PORTION OF THE WORK INCLUDING THOSE ADDITIONAL CODES AND STANDARDS LISTED IN THE STRUCTURAL NOTES AND SPECIFICATIONS. THE ENGINEER SHALL NOT CONTROL AND SHALL NOT BE RESPONSIBLE FOR CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES; FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK, FOR THE ACTS OR OMISSIONS OF THE CONTRACTOR, SUBCONTRACTOR, OR FOR ANY PERSONS PERFORMING THE WORK, OR FOR THE FAILURE OF ANY OF THEM TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. SITE OBSERVATIONS BY FIELD REPRESENTATIVES OF THE ENGINEER ARE SOLELY FOR THE PURPOSE OF DETERMINING IF THE WORK OF THE CONTRACTOR IS PROCEEDING IN ACCORDANCE WITH THE STRUCTURAL CONTRACT DRAWINGS. THIS LIMITED SITE OBSERVATION SHOULD NOT BE CONSTRUCTED AS EXHAUSTIVE OR CONTINUOUS TO CHECK THE QUALITY OF THE WORK, BUT RATHER AN EFFORT TO GUARD THE OWNER AGAINST DEFECTS OR DEFICIENCIES IN THE WORK OF THE CONTRACTOR. ALL STRUCTURES REQUIRE PERIODIC MAINTENANCE TO EXTEND LIFE SPAN AND TO ENSURE STRUCTURAL INTEGRITY FROM EXPOSURE TO THE ENVIRONMENT. A PLANNED PROGRAM OF MAINTENANCE SHALL BE ESTABLISHED BY THE BUILDING OWNER. THIS PROGRAM SHALL INCLUDE ITEMS SUCH AS PAINTING OF STRUCTURAL STEEL, PROTECTIVE COATING FOR CONCRETE, SEALANTS, CAULKED JOINTS, EXPANSION JOINTS, CONTROL JOINTS, SPALLS, AND CRACKS IN CONCRETE. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR ADDITIONAL INFORMATION NOT SHOWN IN THE STRUCTURAL DRAWINGS. NOTIFY ENGINEER OF ANY DISCREPANCIES. CONTRACTOR SHALL COORDINATE THE REQUIREMENTS FOR BUILDING EQUIPMENT SUPPORTED ON OR FROM THE STRUCTURE. SUBMITTALS IDENTIFY ALL EQUIPMENT SUPPORTED ON OR FROM THE STRUCTURE. SUBMITTALS IDENTIFY ALL EQUIPMENT INCLUDING SIZE, DIMENSIONS, CLEARANCES, ACCESSIBILITY, WEIGHTS, AND REACTIONS. ANY DEVIATIONS FROM SPECIFIED EQUIPMENT SHALL BE NOTED ON THE SUBMITTALS. SHOP DRAWINGS SHALL BE PREPARED FOR ALL STRUCTURAL ITEMS AND SUBMITTED FOR REVIEW BY THE ENGINEER. CONTRACT DRAWINGS SHALL NOT BE REPRODUCED AND USED AS SHOP DRAWINGS. ALL ITEMS DEVIATING FROM THE CONTRACT DRAWINGS OR FROM PREVIOUSLY SUBMITTED SHOP DRAWINGS SHALL BE NOTED. THE FOLLOWING ITEMS ARE BEYOND THE SCOPE OF THE STRUCTURAL ENGINEER AND ARE THEREFORE THE RESPONSIBILITY OF OTHERS. THE CLIENT IS RESPONSIBLE FOR ARRANGING FOR THE DESIGN OF THESE SYSTEMS. ANY MENTION OF THESE ITEMS ON THESE DRAWINGS IS FOR INFORMATION PURPOSES ONLY AND DOES NOT RELIEVE THE CLIENT OF THESE RESPONSIBILITIES. 1. DRAINAGE SYSTEMS INCLUDING SURFACE DRAINAGE, ANY AREA INLETS, GRATE DRAINS, FRENCH DRAINS, AND SUBGRADE DRAINPIPES. 2. WATERPROOFING SYSTEMS INCLUDING VAPOR BARRIERS, ROOFING, FLASHING, WATERPROOFING, AND DRIP EDGES. 3. VENTILATION OF CRAWLSPACE AND ATTIC. 4. GLAZING DESIGN AND ATTACHMENT. CODES ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APPLICABLE SECTIONS OF THE 2024 EDITION OF THE INTERNATIONAL RESIDENTIAL CODE (IRC 2024), ALL LOCAL AMENDMENTS TO THE CODE PER CITY OF AUSTIN, AND ALL REFERENCED CODES, SPECIFICATIONS, AND STANDARDS LISTED BELOW. 1. 2. STRUCTURAL CONCRETE: ACI 318-22 “BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE”; AMERICAN CONCRETE INSTITUTE. STRUCTURAL STEEL: ANSI/AISC 360-22” SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”, AS PUBLISHED IN THE MANUAL OF STEEL CONSTRUCTION 14TH EDITION; AMERICAN INSTITUTE OF STEEL CONSTRUCTION. 3. WOOD FRAMING: ANSI/AF&PA NDS-2018 “NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION WITH 2018 SUPPLEMENT”; AMERICAN FOREST AND PAPER ASSOCIATION. LOCATION/ELEMENT DEAD LOAD (PSF) REMARKS ROOFING (TPO) ROOFING (METAL) WOOD SOFFIT BRICK VENEER FLOOR DEAD (FINISH) 8 5 10 50 20 (A) POINT LOAD TO BE APPLIED AT ANY PANEL POINT ON THE TOP OR BOTTOM CHORD OF EACH OPEN WEB STEEL JOIST (WHEREVER IT PRODUCES THE HIGHEST STRESS). BUILDING PAD 1. PRIOR TO EXCAVATING FOR BUILDING PADS OR PLACING ANY FILL SOILS, ALL ORGANIC MATERIALS, EXISTING PAVEMENTS, AND OTHERWISE UNSUITABLE MATERIALS SHALL BE REMOVED FROM PLANNED BUILDING AREAS TO A MINIMUM DEPTH OF 6" BELOW GRADE. SITE STRIPPING SHALL INCLUDE THE LIMITS OF ANY PROPOSED BUILDING AND ABUTTING SIDEWALKS OR FLATWORK, PLUS A HORIZONTAL DISTANCE OF 3 FEET BEYOND. 2. GRADE ADJUSTMENTS WITHIN THE BUILDING LIMITS SHALL BE ACCOMPLISHED WITH SELECT FILL SOILS MEETING TXDOT STANDARD SPECIFICATIONS ITEM 247, TYPE A, GRADE 4 (CRUSHED LIMESTONE BASE MATERIAL). ALL STRUCTURAL FILL SHALL BE PLACED ON PREPARED SURFACES IN LIFTS NOT TO EXCEED EIGHT INCHES LOOSE MEASURE WITH COMPACTED THICKNESS NOT TO EXCEED SIX INCHES. THE FILL SHALL BE COMPACTED TO AT LEAST 95 PERCENT OF THE ASTM 698 MAXIMUM DRY DENSITY AT A MOISTURE CONTENT RANGING BETWEEN -3 AND +3 PERCENT OF OPTIMUM MOISTURE CONTENT. FINAL PAD THICKNESS TO BE A MINIMUM OF 6". STRUCTURAL PLYWOOD: PA FORM D510C “PANEL DESIGN SPECIFICATION”; AMERICAN PLYWOOD ASSOCIATION. 3. STRUCTURAL FILL SHALL BE HARD DURABLE PARTICLES OF GRAVEL OR CRUSHED STONE, WITH NO ORGANIC MATERIAL. 4. 5. BRICK AND CONCRETE MASONRY: ACI 530-20/ASCE 5-13/TMS 402-16 “BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES”; MASONRY STANDARDS JOINT COMMITTEE. LOADS 1. RISK CATEGORY OF BUILDING PER 2024 IRC = II 2. WIND LOADS: WIND LOAD DESIGN VARIABLES VALUE BASIC WIND SPEED (3 SECOND GUST, MPH) EXPOSURE CATEGORY 115 B INTERNAL PRESSURE COEFFICIENT, Cpi +/- 0.18 TOPOGRAPHIC FACTOR, Kzt 1.0 4. WHERE NOT COVERED BY CONCRETE FLATWORK OR PAVEMENTS, PROVIDE +2-FOOT-THICK CLAY CAPS AT OVERBUILD AREAS ALONG THE PERIMETERS OF SLABS-ON-GRADE OVER BUILDING PADS, TO PROTECT FROM MOISTURE INTRUSION. CAPS SHALL SLOPE AWAY FROM BUILDINGS. 5. 6. PROVIDE A 10-MIL VAPOR BARRIER PLACED ACCORDING TO MANUFACTURER'S RECOMMENDATIONS BETWEEN THE BOTTOM OF SLAB AND THE TOP OF THE SELECT FILL. MOISTURE BARRIER SHALL NOT BE DRAPED CONTINUOUS ACROSS THE BOTTOM OF GRADE BEAMS. FOUNDATION SLAB CONCRETE SHOULD BE PLACED WITHIN 2 WEEKS OF THE COMPLETION OF TRENCH EXCAVATIONS AND THE MOISTURE BARRIER SHOULD BE INSTALLED BEFORE ANY NOTABLE RAINFALL EVENT. IF THE BEARING SOILS ARE SOFTENED BY SURFACE WATER INTRUSION OR DISTURBANCE, THE SOFTENED SOILS MUST BE REMOVED FROM THE FOUNDATION EXCAVATION BOTTOM PRIOR TO CONCRETE PLACEMENT. EXPOSURE TO THE ENVIRONMENT MAY WEAKEN THE SOILS AT THE GRADE BEAM BEARING LEVEL IF THE FOUNDATION EXCAVATIONS REMAIN OPEN FOR AN EXTENDED DURATION. 1. COMPLY WITH THE PROVISIONS OF THE FOLLOWING LATEST CODES, SPECIFICATIONS, AND STANDARDS, EXCEPT AS OTHERWISE SHOWN OR SPECIFIED: A. ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS". 10. THE DETAILS DESIGNATED AS "TYPICAL DETAILS" APPLY GENERALLY TO THE DRAWINGS IN ALL AREAS WHERE CONDITIONS ARE SIMILAR TO THOSE DESCRIBED IN THE DETAILS. 3. LIVE LOADS - SINGLE-FAMILY 11. THE DESIGN AND PROVISION OF ALL TEMPORARY SUPPORTS REQUIRED FOR THE EXECUTION OF THE CONTRACT SUCH AS GUYS, BRACES, SHORES, RESHORES, FALSEWORK, SUPPORTS AND ANCHORS ARE NOT INCLUDED IN THESE DRAWINGS AND SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR. TEMPORARY SUPPORTS SHALL NOT RESULT IN THE OVERSTRESS OR DAMAGE TO THE STRUCTURE. REQUIRED SUBMITTTAL 1. PRE-ENGINEERED TRUSS SHOP DRAWINGS REQUIRED OBSERVATIONS BY ENGINEER OF RECORD HANDRAILS & PEDESTRIAN GUARDRAILS 50 PLF OR 200 LB (A) 100 PSF OR 300 LB STAIR TREADS PER NOTE (B) STAIRS AND EXIT RESIDENTIAL BALCONIES AND DECKS ROOFS 40 ---- LOCATION/ELEMENT VALUE LOCATION/ELEMENT CAST IN PLACE CONCRETE 1.5 TIMES THE LIVE LOAD FOR AREA SERVED. NOT REQ’D TO EXCEED 100 PSF. B. ACI 311 "RECOMMENDED PRACTICE FOR CONCRETE INSPECTION". 20 PSF OR 300 LB AREA LOAD IS REDUCIBLE. POINT LOAD PER NOTE (B), SEE BELOW FOR SNOW LOAD C. ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE". THE STRUCTURAL ENGINEER OF RECORD, OR HIS DESIGNATE, SHALL PROVIDE STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM FOR GENERAL CONFORMANCE TO THE APPROVED PLANS AND SPECIFICATIONS AT SIGNIFICANT CONSTRUCTION STAGES: ELEVATED PLATFORMS AND WALKWAYS 60 CATWALKS (LIMITED ACCESS) 40 300 LB 1. PREPOUR OF FOUNDATION 2. WOOD FRAMING THE STRUCTURAL OBSERVATION IS AN INTEGRAL COMPONENT OF THE OVERSIGHT OF THE CONSTRUCTION OF THE PROJECT. IF THE OBSERVATIONS ARE NOT PERFORMED DUE TO NEGLIGENCE OF THE OWNER OR CONTRACTOR, OR THE CONTRACTOR DOES NOT ADDRESS THE ISSUES RAISED BY THE ENGINEER OF RECORD AT THE STRUCTURAL OBSERVATION, THE ENGINEER OF RECORD IS RELEASED OF ANY CLAIMS REGARDING THE STRUCTURAL DESIGN. SUBSTITUTIONS ALL REQUESTS FOR SUBSTITUTIONS OF MATERIALS OR DETAILS SHOWN IN THE CONTRACT DOCUMENTS SHALL BE SUBMITTED FOR APPROVAL DURING THE BIDDING PERIOD. ONCE BIDS ARE ACCEPTED, PROPOSED SUBSTITUTIONS WILL BE CONSIDERED ONLY WHEN THEY ARE OFFICIALLY SUBMITTED WITH AN IDENTIFIED SAVINGS TO BE DEDUCTED FROM THE CONTRACT. (A) TOP RAIL SHALL BE DESIGNED TO RESIST 50 PLF LINE LOAD OR 200 LB POINT LOAD APPLIED IN ANY DIRECTION AT ANY POINT. INTERMEDIATE RAILS (ALL THOSE EXCEPT THE HANDRAIL), BALUSTERS AND PANEL FILLERS SHALL BE DESIGNED TO WITHSTAND A HORIZONTALLY APPLIED NORMAL LOAD OF 50 LB ON AN AREA NOT TO EXCEED 1 FT SQUARE. THESE THREE LOADS ARE TO BE CONSIDERED SEPARATELY WITH WORST CASE USED FOR DESIGN. (B) PLACE 300 LB CONCENTRATED LOAD OVER 2”X2” AREA AT ANY POINT TO PRODUCE MAXIMUM STRESS. AREA LOAD AND CONCENTRATED LOAD ARE TO BE CONSIDERED SEPARATELY WITH WORST CASE USED FOR DESIGN. (C) NEED NOT APPLY CONCURRENTLY WITH OTHER HANDRAIL AND GUARDRAIL LOADS; APPLIED OVER NOT MORE THAN 1 SQUARE FOOT. (D) APPLY CONCENTRATED WHEEL LOAD OVER 4-1/2”X4-1/2” SQUARE AREA. (E) FLOORS FOR BUSINESS GROUP B (OFFICES) OCCUPANCY SHALL BE DESIGNED WITH A BASIC FLOOR LIVE LOAD PLUS AN ADDITIONAL 15 PSF (MINIMUM) LIVE LOADING FOR MOVEABLE PARTITIONS. (F) UNLESS OTHERWISE NOTED, POINT LOADS TO BE DISTRIBUTED OVER A 2.5FT X 2.5FT AREA AND LOCATED TO PRODUCE MAXIMUM LOAD EFFECTS ON STRUCTURAL MEMBERS. D. ACI 347 "RECOMMENDED PRACTICE FOR CONCRETE FORMWORK". E. ACI 304 "RECOMMENDED PRACTICE FOR MEASURING, MIXING, TRANSPORTING AND PLACING CONCRETE". F. CONCRETE REINFORCING STEEL INSTITUTE, "MANUAL OF STANDARD PRACTICE". 2. CAST IN PLACE CONCRETE SHALL MEET THE FOLLOWING REQUIREMENTS: USE/LOCATION CONCRETE FOOTINGS/PLINTHS SLABS ON GRADE STRENGTH f'c (PSI) TESTING AGE (DAYS) MAX AGGR- EGATE SIZE EXPOSURE CLASS 3000 3000 28 28 1" 1" A A TYPE SLUMP C33 C33 3"-5" 3"-5" 3. PROVIDE 3 PERCENT PLUS OR MINUS 1 ½ PERCENT OF ENTRAINED AIR IN CONCRETE PERMANENTLY EXPOSED TO THE WEATHER. 4. 5. 6. 7. 8. 9. FOLLOW ACI 305 RECOMMENDATIONS IN DEVELOPING HOT WEATHER CONCRETING PLAN. PROPER CONSOLIDATION SHALL BE ACHIEVED THROUGH EXTERNALLY VIBRATING THE FORMS, VIBRATING THE WET CONCRETE OR BY OTHER APPROPRIATE MEANS. EMBEDDED CONDUITS, PIPES, AND SLEEVES SHALL MEET THE REQUIREMENTS OF ACI 318-19, SECTION 6.3, INCLUDING THE FOLLOWING: A. CONDUITS AND PIPES EMBEDDED WITHIN A SLAB, WALL, OR BEAM (OTHER THAN THOSE PASSING THROUGH) SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN 1/3 THE OVERALL THICKNESS OF THE SLAB, WALL, OR BEAM IN WHICH THEY ARE EMBEDDED. B. CONDUITS, PIPES, AND SLEEVES SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER. CONCRETE POURS SHALL NOT EXCEED 8000 SQUARE FEET OR 100 LINEAR FEET ON EACH SIDE WITHOUT PRIOR APPROVAL BY THE ARCHITECT FOR EACH POUR OR NOTED ON PLAN. CONTRACTOR SHALL COORDINATE ALL EXPOSED CONCRETE WITH ARCHITECTURAL FINISH AND SPECIFICATIONS. THE CONTRACTOR IS RESPONSIBLE FOR CORRECTION OF CONCRETE WORK WHICH DOES NOT CONFORM TO THE SPECIFIED REQUIREMENTS, INCLUDING STRENGTH, TOLERANCES, AND FINISHES. CORRECT DEFICIENT CONCRETE AS DIRECTED BY THE ARCHITECT. CONCRETE REINFORCING 1. 2. 3. 4. REINFORCING STEEL SHALL BE DEFORMED NEW BILLET STEEL BARS IN ACCORDANCE WITH ASTM A615 GRADE 60. DETAILING OF REINFORCING STEEL SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE DETAILING MANUAL. ALL HOOKS AND BENDS IN REINFORCING BARS SHALL CONFORM TO ACI DETAILING STANDARDS UNLESS SHOWN OTHERWISE. PROVIDE REINFORCING BARS IN ACCORDANCE WITH THE BAR BENDING DIAGRAM IF BAR TYPES ARE SPECIFIED. IN UNSCHEDULED BEAMS, SLABS, COLUMNS, AND WALLS DETAIL REINFORCING AS FOLLOWS: A. B. C. LAP TOP REINFORCING BARS AT MID SPAN. LAP BOTTOM REINFORCING BARS AT THE SUPPORTS. LAP VERTICAL BARS IN COLUMNS AND WALLS ONLY AT FLOOR LINES, UNLESS NOTED OTHERWISE. D. REFER TO LAP SPLICE SCHEDULE FOR SPLICE LENGTH REQUIREMENT. E. REINFORCEMENT LABELED AS CONTINUOUS SHALL BE LAP SPLICED 38 BAR DIAMETERS AS A MINIMUM, UNLESS OTHERWISE NOTED. F. PROVIDE STANDARD HOOKS IN TOP BARS AT CANTILEVER AND DISCONTINUOUS ENDS OF BEAMS, WALLS, AND SLABS. PROVIDE CORNER BARS FOR ALL HORIZONTAL BARS AT THE INSIDE AND OUTSIDE FACES OF INTERSECTING BEAMS OR WALLS. CORNER BARS ARE NOT REQUIRED IF TOP, BOTTOM, OR HORIZONTAL BARS ARE HOOKED. G. PROVIDE CORNER BARS FOR ALL HORIZONTAL BARS AT THE INSIDE AND OUTSIDE FACES OF INTERSECTING BEAMS OR WALLS. CORNER BARS ARE NOT REQUIRED IF TOP, BOTTOM, OR HORIZONTAL BARS ARE HOOKED. 5. WELDING OF REINFORCING STEEL WILL NOT BE PERMITTED. 6. HEAT SHALL NOT BE USED IN THE FABRICATION OR INSTALLATION OF REINFORCEMENT. 7. REINFORCING STEEL CLEAR COVER SHALL BE AS FOLLOWS: A. CONCRETE CAST AGAINST EARTH.......................................................3" B. C. D. E. CONCRETE EXPOSED TO EARTH OR WEATHER.........................................2" TIES IN COLUMNS AND BEAMS..........................................................1 1 2" BARS IN SLABS.............................................................................3 4" BARS IN WALLS.............................................................................3 4" 8. SUBMITTAL: SUBMIT SHOP DRAWINGS FOR FABRICATION, BENDING, AND PLACEMENT OF CONCRETE REINFORCEMENT. COMPLY WITH ACI 315 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT". DO NOT REPRODUCE THE CONTRACT DRAWINGS FOR USE AS SHOP DRAWINGS. 2 4 6 8 X 7 erty Hill, T Lib 9 0 0 5 F-1 4 6 3 5-4 1 2) 2 1 (5 S N O I T U L O S D V L B T N O M K A O 4 0 3 3 3 0 7 8 7 , X T , I N T S U A TE A ST TFO EX AS MARCOS V. DEQUEIROGA PR D FO L I ES NEC OSSE NIG I LAN E R E EN 04/08/2026 E T A D 6 2 - 8 0 - 4 0 I N O S V E R I T E S W E V E R I . O N . 1 PROJECT: DATE: DRAWN BY: 25222 04-08-26 MC SCALE: AS NOTED S0.0 STRUCTURAL STEEL 1. STRUCTURAL STEEL SHALL CONFORM TO ASTM A992 OR A572, GRADE 50 EXCEPT WHERE A36 IS NOTED ON PLAN, EXCEPT THAT MISCELLANEOUS PLATES, ANGLES, AND CHANNELS MAY BE A572, GRADE 50 OR A36. STEEL PIPE SHALL CONFORM TO ASTM SPECIFICATION A 501 OR ASTM A 53, TYPE E OR S, GRADE B. STEEL TUBE SHALL CONFORM TO ASTM SPECIFICATION A 500, GRADE B, FY 46 KSI. 2. ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 GRADE 36 KSI. F. SHORT SLOTTED HOLES SHALL BE PERMITTED PROVIDED WASHERS ARE INSTALLED IN ACCORDANCE WITH AISC REQUIREMENTS. WASHERS SHALL BE HARDENED WHERE A325 BOLTS ARE UTILIZED. 5. CONNECTIONS SHALL BE DESIGNED AND DETAILED AS FOLLOWS, UNLESS NOTED OTHERWISE ON THE DRAWINGS: 3. WALL SHEATHING: ALL EXTERIOR WALL FRAMING SHALL BE BRACED BY 4'-0" WIDE X 1/2" THICK PANELS OF APA RATED SHEATHING WITH AN EXPOSURE 1 RATING EXTENDING FROM THE TOP PLATE TO THE SILL PLATE. WHERE WALL IS TALLER THAN 8'-0", PROVIDE MULTIPLE PANELS AS REQUIRED TO EXTEND FROM SILL PLATE TO TOP PLATE. PROVIDE 2X BLOCKING AS REQUIRED TO SUPPORT ALL PANEL EDGES. NAIL WITH 10D COMMON NAILS AT 6" ON CENTER AT SUPPORTED EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS. REFER TO WALL BRACING PLAN FOR ADDITIONAL INFORMATION. A. CONNECTIONS SHALL BE WELDED. COMPOSITE WOOD MEMBERS STRUCTURAL NOTES COLUMN BASE PLATES SHALL BE GROUTED WITH A NON-SHRINK, HIGH STRENGTH NONMETALLIC GROUT CONFORMING TO ASTM C827, AND SHALL HAVE A COMPRESSIVE STRENGTH AT 28 DAYS OF 5000 PSI. PRE-GROUTING OF BASE PLATES WILL NOT BE PERMITTED. STUDS SHALL BE NELSON STUD TYPE S3L (FU=65 KSI) OR ACCEPTABLE EQUAL. STUDS SHALL BE MADE FROM COLD DRAWN STEEL CONFORMING TO ASTM A108. DEFORMED BAR ANCHORS SHALL BE NELSON D2L OR KSM DEFORMED BAR ANCHORS (OR ACCEPTABLE EQUAL) AND SHALL BE MADE FROM COLD DRAWN WIRE PER STM A490 CONFORMING TO ASTM A108 WITH MINIMUM YIELD STRENGTH OF 70 KSI. ANCHORS SHALL BE AUTOMATICALLY AND WELDED WITH SUITABLE WELDING EQUIPMENT IN THE SHOP OR IN THE FIELD. WELDING SHALL BE IN ACCORDANCE WITH THE RECOMMENDATIONS OF NELSON STUD COMPANY OR KSM WELDING COMPANY. STRUCTURAL STEEL DETAILING, FABRICATION, AND ERECTION SHALL CONFORM TO THE AISC "SPECIFICATION FOR STEEL BUILDINGS" AND THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES" EXCEPT THAT PARAGRAPH 4.2.1 "THE OWNER'S ACCEPTANCE OF ALL RESPONSIBILITY FOR THE DESIGN ADEQUACY OF ANY CONNECTIONS DESIGNED BY THE FABRICATOR" IS DELETED. TYPICAL CONNECTION DETAILS ARE INDICATED IN THE DRAWINGS. THE FABRICATOR SHALL PREPARE DRAWINGS BASED ON THESE DETAILS. IF ALTERNATE CONNECTION DESIGNS ARE USED, THE FABRICATOR SHALL HAVE A REGISTERED PROFESSIONAL ENGINEER PREPARE THE CONNECTION DESIGNS. SUCH CONNECTION SHALL BEAR THE ENGINEER'S SEAL AND SHALL BE SUBMITTED WITH SHOP DRAWINGS. SPLICING OF STRUCTURAL STEEL MEMBERS IS PROHIBITED WITHOUT PRIOR APPROVAL OF THE ENGINEER AS TO LOCATION AND TYPE OF SPLICE TO BE MADE. ANY MEMBER HAVING SPLICE NOT SHOWN AND DETAILED ON SHOP DRAWINGS WILL BE REJECTED. ALL WELDS DENOTED AS MOMENT CONNECTION OR FULL PENETRATION WELD SHALL BE ULTRASONICALLY OR X-RAY CERTIFIED BY AN INDEPENDENT TESTING AGENCY. 3. 4. 5. 6. 7. 8. 9. CONTRACTOR SHALL COORDINATE STRUCTURAL STEEL FIREPROOFING REQUIREMENTS. ALL INTERIOR STRUCTURAL STEEL, INCLUDING STEEL JOISTS, SCHEDULED, OR INDICATED TO RECEIVE SPRAY APPLIED FIREPROOFING SHALL BE DELIVERED TO THE PROJECT SITE UNPRIMED. STEEL EXPOSED TO CORROSIVE CONDITIONS AFTER INSTALLATION SHALL BE PRIMED WITH A PROTECTIVE COATING WHICH DOES NOT DIMINISH THE BOND BETWEEN THE SPRAY APPLIED FIREPROOFING, AND THE STEEL SUBSTRATE. ANY PRIMER, AND/OR COATING APPLIED TO STRUCTURAL STEEL SHALL BE APPROVED FOR USE IN THE APPLICABLE U.L. FIRE RESISTANCE ASSEMBLY USED ON THE PROJECT. CONTRACTOR SHALL PROTECT ANY UNPRIMED STRUCTURAL STEEL FROM DETRIMENTAL EFFECTS OF CORROSION, AS REQUIRED, UNTIL THE STEEL IS ENCLOSED AND PROTECTED BY THE NEW CONSTRUCTION. 5. 6. 7. 10. SHOP PAINTING: PAINT STRUCTURAL STEEL WITH ONE COAT OF MANUFACTURER'S STANDARD RED OXIDE PRIMER APPLIED AT A RATE TO PROVIDE A UNIFORM DRY FILM THICKNESS OF 2.5 MILS. REF. ARCH FOR FINISH COAT. 11. SUBMITTAL: PROVIDE DRAWINGS SHOWING DETAILS FOR FABRICATION AND SHOP ASSEMBLY OF MEMBERS, ERECTION PLANS AND DETAILS. INCLUDE DETAILS OF CONNECTIONS, CAMBER, WELD PROFILES AND SIZES AND SPACING. SHOP AND ERECTION DRAWINGS SHALL NOT BE MADE USING REPRODUCTIONS OF THE CONTRACT DRAWINGS. 12. CONTRACTOR MUST FABRICATE AND ERECT STEEL IN ACCORDANCE WITH OSHA SAFETY REQUIREMENTS, 29 CF PART 1926 SAFETY FOR STEEL ERECTION, FINAL RULE. STRUCTURAL STEEL CONNECTIONS 1. WELDING SHALL CONFORM TO ANSI/AWS D1.1, LATEST EDITION. 2. 3. BOLTS CONFORM TO ASTM A325. BOLTS SHALL BE DESIGNED USING VALUES FOR BEARING TYPE BOLTS WITH THREAD ALLOWED IN THE SHEAR PLANE. STRUCTURAL STEEL CONNECTIONS NOT SPECIFICALLY DETAILED ON THE DRAWINGS SHALL BE DESIGNED AND DETAILED BY THE CONTRACTOR UNDER THE DIRECT SUPERVISION OF A REGISTERED ENGINEER LICENSED IN THE STATE OF TEXAS. SEALED CALCULATIONS FOR ALL CONNECTIONS DESIGNED BY THE CONTRACTOR SHALL BE SUBMITTED FOR THE ARCHITECT'S FILES. CONNECTIONS THAT MEET THE REQUIREMENTS AND ASSUMPTIONS PRESENTED IN OUR SCHEMATIC CONNECTION DETAILS AND TABLE CAN BE USED AT THE DISCRETION OF THE CONTRACTOR. THE CONTRACTOR SHALL TAKE FULL RESPONSIBILITY IN CONFIRMING THAT THE CONNECTION TABLES ARE USED WITHIN THEIR LIMITATIONS AND ASSUMPTIONS OUTLINED IN THE DETAILS AND NOTES. 4. BEAM CONNECTIONS SHALL BE DESIGNED AND DETAILED AS FOLLOWS, UNLESS NOTED OTHERWISE ON THE DRAWINGS: B. CONNECTIONS SHALL BE DESIGNED AND DETAILED FOR THE FORCES SHOWN ON THE DRAWINGS. 1. ENGINEERED LUMBER SHALL HAVE THE FOLLOWING MINIMUM DESIGN PROPERTIES: C. IF FORCES ARE NOT INDICATED ON THE DRAWINGS, CONNECTIONS SHALL BE DESIGNED TO DEVELOP THE FULL TENSILE CAPACITY OF THE MEMBERS. 6. FOR CONNECTIONS NOT SPECIFICALLY ADDRESSED BY THESE NOTES OR THE DRAWINGS, PROVIDE FILLET WELDS AT ALL CONTACT SURFACES SUFFICIENT TO DEVELOP THE TENSILE STRENGTH OF THE SMALLER MEMBER AT THE JOINT. 7. MOMENT CONNECTIONS INDICATED ON DRAWINGS AS "MC" SHALL BE WELDED TO DEVELOP THE FULL CAPACITY OF THE MEMBER ON BOTH SIDES OF SUPPORTING MEMBER. 8. 9. ROOF EDGES ANGLES SHALL BE CONTINUOUS AND SHALL BE SPLICED ONLY AT SUPPORTS. SPLICES SHALL BE BUTT-WELDED TO DEVELOP FULL CAPACITY OF THE MEMBER. FILLET WELDS WITH NO SIZE SPECIFIED SHALL BE 3/16", OR MINIMUM SIZE REQUIRED BY AISC, WHICHEVER IS LARGER. WOOD FRAMING Fb (PSI) Fv (PSI) E (PSI) MICROLLAM (LVL) SYP GLUELAM (24F-1.8) PARALLAM (PSL) 2600 2400 2900 285 200 290 2,000,000 1,800,000 2,000,000 2. DO NOT NOTCH JOISTS OR BEAMS. DRILL HOLES THROUGH WEBS OF ENGINEERED WOOD MEMBERS FOR MECHANICAL, ELECTRICAL, OR PLUMBING SERVICES IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE ENGINEERED WOOD PRODUCT MANUFACTURER. 3. MULTIPLE WOOD BEAMS UP TO THREE MEMBERS THICK SHALL BE NAILED TOGETHER WITH THREE ROWS OF 16D NAILS AT 12" ON CENTER. FOUR OR MORE MULTIPLE WOOD BEAMS AND ANY MULTIPLE WOOD BEAMS UTILIZING BEAMS THICKER THAN 13/4" SHALL BE BOLTED TOGETHER WITH 1/2" DIAMETER BOLTS TOP AND BOTTOM AT SUPPORTS AND ENDS OF THE BEAM, THEN AT 24" ON CENTER, STAGGERED TOP AND BOTTOM FOR THE FULL LENGTH OF THE BEAM OR (4)-SDS25600 (1/4" X 6") SIMPSON SCREWS @ 16" O.C. 1. ALL SAWN LUMBER AND PRE-MANUFACTURED WOOD PRODUCTS SHALL BE IDENTIFIED BY THE GRADE MARK OR A CERTIFICATE OF INSPECTION ISSUED BY THE CERTIFYING AGENCY. PREFABRICATED METAL PLATE CONNECTED WOOD TRUSSES 2. UNLESS OTHERWISE NOTED, ALL STRUCTURAL FRAMING LUMBER SHALL BE CLEARLY MARKED NO. 2 GRADE SOUTHERN YELLOW PINE (SYP), EXCEPT THAT NONLOADBEARING INTERIOR WALLS MAY BE STUD GRADE SYP, DOUGLAS FIR-LARCH (DOUG FIR), OR SPRUCE-PINE-FIR (SPF). 3. ALL WOOD STUD WALLS SHALL BE FULL HEIGHT WITHOUT INTERMEDIATE PLATE LINE. EXTERIOR, LOAD-BEARING WOOD STUD WALLS SHALL BE 2X6 STUDS AT 16 INCHES ON CENTER. 4. FINGER JOINTED STUDS ARE ACCEPTABLE AT INTERIOR, NON-LOAD BEARING STUD WALLS ONLY. ALL LOAD BEARING WALLS GREATER THAN 10'-0" IN HEIGHT SHALL HAVE SOLID 2X BLOCKING AT 4'-0" O.C. MAXIMUM VERTICALLY. END NAIL WITH 2-16D NAILS OR SIDE TOENAIL WITH 2-16D NAILS. PROVIDE DOUBLE STUDS AT ALL WALL CORNERS AND ON EACH SIDE OF ALL OPENINGS, UNLESS NOTED OR DETAILED OTHERWISE. PLACE A SINGLE PLATE AT THE BOTTOM AND A DOUBLE PLATE AT THE TOP OF ALL STUD WALLS. EXTERIOR SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 1/2" ANCHOR BOLTS WITH A MINIMUM EMBEDMENT OF 8" SPACED AT 4'-0" ON CENTER. PROVIDE A MINIMUM OF TWO BOLTS PER PLATE SEGMENT. SILL PLATES IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED WITH A PRESERVATIVE. 8. WHERE SHOWN, WOOD CONNECTORS SHALL BE SIMPSON STRONG-TIE AS SPECIFIED IN THE LATEST CATALOG. CONNECTORS BY OTHER MANUFACTURERS MAY BE SUBSTITUTED PROVIDED SUCH CONNECTORS HAVE THE CURRENT ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES AND IS SUBMITTED FOR APPROVAL BY THE ENGINEER OF RECORD. CONNECTORS SHALL BE INSTALLED PER THE MANUFACTURER'S DIRECTIONS. A. WHERE CONNECTORS ARE USED IN EXPOSED OR EXTERIOR APPLICATIONS, AND WHEN CONNECTORS ARE IN CONTACT WITH PRESERVATIVE TREATED (PT) LUMBER, CONNECTORS ARE TO BE HOT DIPPED GALVANIZED (HDG), MECHANICALLY GALVANIZED (ASTM B695, CLASS 40 OR GREATER) STAINLESS STEEL, OR ZINC GALVANIZING EQUAL OR GREATER TO ZMAX SIMPSON FINISH. 9. FASTENERS SHALL CONFORM TO IRC 602 “FASTENER SCHEDULE” UNLESS OTHERWISE NOTED. NAIL ACCORDING TO IRC. NAILS SHALL BE COMMON. ALTERNATE NAILS MAY BE USED UPON REVIEW AND APPROVAL BY STRUCTURAL ENGINEER OF RECORD. STAPLES FOR THE NAILING OR RATED SHEATHING IS SUBJECT TO REVIEW AND APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD. 10. MOISTURE CONTENT OF ALL SAWN LUMBER SHALL HAVE A MAXIMUM OF 19%, WITH THE EXCEPTION OF PRESSURE TREATED WOOD SILL PLATES. MOISTURE CONTENT CAN BE LOWER THAN 19%. REFER TO ARCHITECT'S DRAWINGS AND PROJECT SPECIFICATIONS AND WITH CLADDING INSTALLER FOR MAXIMUM RECOMMENDED MOISTURE CONTENT. 11. PRESERVATIVE TREATED (PT) WOOD MATERIALS ARE TO BE USED PER IRC. “DECAY AND TERMITE PROTECTION”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i. ROOF LOADS....................................25 PERCENT A. CONNECTIONS SHALL BE AISC TYPE 2 SIMPLE FRAMING CONNECTIONS. WOOD STRUCTURAL PANEL SHEATING B. IN GENERAL, SHOP CONNECTIONS SHALL BE BOLTED OR WELDED, AND FIELD CONNECTIONS SHALL BE BOLTED. C. WHERE INDICATED, CONNECTIONS SHALL BE DESIGNED FOR THE SCHEDULED SHEAR FORCE, THE SHEAR FORCE INDICATED ON THE DRAWINGS AS "V= ", AND THE HORIZONTAL FORCE INDICATED AS "H= ". D. E. IF NOT INDICATED ON THE DRAWINGS, CONNECTIONS SHALL BE DESIGNED FOR 100 PERCENT OF THE TOTAL LOAD CAPACITY FOR THE BEAM SPAN SHOWN IN THE BEAM TABLES IN SECTION 2 OF THE AISC MANUAL, NINTH EDITION. THE MINIMUM NUMBER OF ROWS OF BOLTS SHALL BE 1/6 OF THE BEAM DEPTH WITH ANY FRACTION BE ROUNDED TO THE NEXT HIGHER NUMBER. 1. 2. FLOOR SHEATHING: 1 1/8" APA-RATED, TONGUE AND GROOVE PLYWOOD STURD-I-FLOOR SHEATHING WITH AN EXPOSURE 1 RATING. FLOOR SHEATHING SHALL BE GLUED TO THE WOOD SUPPORT MEMBERS WITH A WET USE ADHESIVE, IN ADDITION TO BEING NAILED TO THE SUPPORTS PER WOOD FRAMING TYPICAL DETAILS. STAGGER JOINTS IN SHEATHING. ROOF SHEATHING: 5/8" APA RATED SHEATHING WITH AN EXPOSURE 1 RATING. PANELS SHALL BE CONTINUOUS OVER TWO OR MORE SPANS WITH THE LONG DIMENSION ORIENTED PERPENDICULAR TO THE FRAMING MEMBERS. NAIL WITH 8D COMMON NAILS AT 6" ON CENTER AT SUPPORTED EDGES AND 12" ON CENTER AT INTERMEDIATE SUPPORTS. STAGGER JOINTS IN SHEATHING. ii. TRUSSES SHALL BE DESIGNED FOR THE SUPERIMPOSED DEAD AND LIVE LOADS AS NOTED IN THE STRUCTURAL NOTES AND AS INDICATED ON THEAND AS INDICATED ON DRAWINGS. DEAD LOADS SHALL NOT BE LESS THAN THE FOLLOWING: FLOOR TOP CHORD........................15 PSF FLOOR BOTTOM CHORD....................5 PSF ROOF TOP CHORD.........................10 PSF ROOF BOTTOM CHORD.....................5 PSF 9. CONNECT ROOF TRUSSES TO BEARING WALL OR BEAM SUPPORT AT EACH END WITH A TYPE H2.5 FRAMING ANCHOR AS MANUFACTURED BY THE SIMPSON COMPANY OR APPROVED EQUAL. ADHESIVE ANCHORS 1. ADHESIVE ANCHORS SHALL ONLY BE USED WHERE SPECIFIED ON THE DRAWINGS. THE CONTRACTOR SHALL OBTAIN APPROVAL FROM THE ENGINEER OF RECORD PRIOR TO USING THE ANCHORS FOR MISSING OR MISPLACED CAST-IN-PLACE ANCHORS. 2. UNLESS OTHERWISE NOTED, SIZE AND DEPTH OF THE ADHESIVE ANCHORS SPECIFIED ON THE DRAWINGS ARE BASED ON HAS RODS AND THE FOLLOWING EPOXY SYSTEM: A. CONCRETE EPOXY = Hilti HIT-HY 200 B. MASONRY EPOXY = Hilti HIT-HY 70 3. 4. 5. 6. SUBSTITUTION OF EXPANSION ANCHOR PRODUCTS WITH SIMILAR CAPACITIES SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR APPROVAL. ADHESIVE ANCHORS OF THE SIZE AND EMBEDMENT SHOWN ON THE DRAWINGS SHALL BE INSTALLED IN ACCORDANCE WITH THE CONTRACT DOCUMENTS, THE MANUFACTURER’S RECOMMENDATIONS, AND THE MANUFACTURER’S CURRENT ICBO REPORT FOR THE ANCHOR. IF CONFLICTS EXIST BETWEEN THESE REFERENCED DOCUMENTS, THE MOST STRINGENT REQUIREMENTS SHALL GOVERN. CONTRACTOR SHALL LOCATE ALL EXISTING REINFORCING STEEL AND OTHER EMBEDDED ITEMS CONTAINED IN THE CONCRETE USING NON-DESTRUCTIVE METHODS AND SHALL POSITION ANCHOR LOCATIONS TO AVOID CONFLICTS WITH EXISTING EMBEDDED ITEMS. ANCHOR LOCATIONS CAN BE ADJUSTED BY A MAXIMUM OF 1 INCH FROM DETAILED LOCATIONS TO AVOID CONFLICTS, UNLESS NOTED OTHERWISE. BASED ON FIELD VERIFIED LOCATIONS OF REINFORCING STEEL AND EMBEDDED ITEMS, THE CONTRACTOR SHALL CREATE TEMPLATES FOR EACH ANCHOR GROUP. SUBMIT TEMPLATE DIMENSIONS FOR REVIEW PRIOR TO FABRICATION OF CONNECTION PLATES. 7. HOLES FOR ANCHORS SHALL BE DRILLED IN A CONTINUOUS OPERATION USING THE BIT TYPE AND SIZE RECOMMENDED BY THE ANCHOR MANUFACTURER. HOLES SHALL BE DRILLED PERPENDICULAR TO THE CONCRETE SURFACE AND SHALL NOT BE ENLARGED OR REDIRECTED AT ANY POINT ALONG ITS LENGTH. ALL DEBRIS SHALL BE BLOWN OUT OF THE HOLES WITH COMPRESSED AIR AFTER DRILLING. 8. ALL ABANDONED HOLES SHALL BE FILLED WITH NON-SHRINK GROUT. 9. HOLES IN CONNECTION PLATES SHALL BE NO MORE THAN 1/16" LARGER THAN THE ANCHOR DIAMETER. IF LARGER HOLES ARE REQUIRED FOR ERECTION PURPOSES, CONTRACTOR SHALL PROVIDE 1/4" X 3" X 3" PLATE WASHERS SUFFICIENTLY WELDED TO THE CONNECTION PLATE TO TRANSFER THE SPECIFIED LOAD. 10. INSTALLATION OF ADHESIVE ANCHORS SHALL BE CONTINUOUSLY INSPECTED BY THE TESTING AGENCY TO ENSURE THAT HOLES ARE OF SPECIFIED SIZE, AND THAT BOLTS ARE PROPERLY INSTALLED. orest St 7 F 0 4 2 4 6 8 X 7 erty Hill, T Lib 9 0 0 5 F-1 4 6 3 5-4 1 2) 2 1 (5 S N O I T U L O S D V L B T N O M K A O 4 0 3 3 3 0 7 8 7 , X T , I N T S U A TE A ST TFO EX AS MARCOS V. DEQUEIROGA PR D FO L I ES NEC OSSE NIG I LAN E R E EN 04/08/2026 E T A D 6 2 - 8 0 - 4 0 I N O S V E R I T E S W E V E R I . O N . 1 PROJECT: DATE: DRAWN BY: 25222 04-08-26 MC SCALE: AS NOTED S0.1 GENERAL DEMOLITION NOTES 1. VERIFY FIELD CONDITIONS PRIOR TO START OF DEMOLITION AND NOTIFY THE ENGINEER OF RECORD OF ANY DISCREPANCIES. 2. ALL NEW CONSTRUCTION TO COMPLY TO THE 2024 EDITION OF THE INTERNATIONAL BUILDING CODE AND INTERNATIONAL RESIDENTIAL CODE. 3. REMOVAL OF ANY STRUCTURAL COMPONENT BEYOND THE SCOPE OF THESE DRAWINGS (LOAD BEARING WALL, CEILING/FLOOR JOISTS, ETC) IS PROHIBITED WITHOUT THE CONSENT OF THE ENGINEER OF RECORD. 4. PROTECT ALL STRUCTURAL COMPONENTS OF THE EXISTING BUILDING TO REMAIN DURING DEMOLITION/ CONSTRUCTION. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR ANY/ALL DAMAGES CAUSED BY HIMSELF OR ANY OF HIS SUB-CONTRACTORS. 5. PROVIDE ADEQUATE BRACING AND SHORING OF EXISTING BEARING AND NON-BEARING WALLS TO REMAIN. ALSO PROVIDE ADEQUATE BRACING AT ALL AREAS OF CEILING CUTTING. orest St 7 F 0 4 2 4 6 8 X 7 erty Hill, T Lib 9 0 0 5 F-1 4 6 3 5-4 1 2) 2 1 (5 S N O I T U L O S D V L B T N O M K A O 4 0 3 3 3 0 7 8 7 , X T , I N T S U A EXISTING 2X4 WALLS TO REMAIN TE A ST TFO EX AS REMOVE ALL EXTERIOR SIDING(BACK & SIDES). PROVIDE TEMPORARY WALL BRACING EXISTING 2X6 WALLS TO REMAIN LEGEND DEMO WALL/STRUCTURE NEW LOAD BEARING: 2X4@16"O.C. NON-LOAD BEARING: 2X4@24" O.C. WINDOWS TO BE REMOVED/REPLACED WALLS TO REMAIN FIRST FLOOR DEMO PLAN SCALE: 1/8"=1'-0" MARCOS V. DEQUEIROGA PR D FO L I ES NEC OSSE NIG I LAN E R E EN 04/08/2026 E T A D 6 2 - 8 0 - 4 0 I N O S V E R I T E S W E V E R I . O N . 1 PROJECT: DATE: DRAWN BY: 25222 04-08-26 MC SCALE: AS NOTED S0.2 NEW DECK (REF. ARCH'L) NEW WALLS GENERAL DEMOLITION NOTES 1. VERIFY FIELD CONDITIONS PRIOR TO START OF DEMOLITION AND NOTIFY THE ENGINEER OF RECORD OF ANY DISCREPANCIES. 2. ALL NEW CONSTRUCTION TO COMPLY TO THE 2024 EDITION OF THE INTERNATIONAL BUILDING CODE AND INTERNATIONAL RESIDENTIAL CODE. 3. REMOVAL OF ANY STRUCTURAL COMPONENT BEYOND THE SCOPE OF THESE DRAWINGS (LOAD BEARING WALL, CEILING/FLOOR JOISTS, ETC) IS PROHIBITED WITHOUT THE CONSENT OF THE ENGINEER OF RECORD. 4. PROTECT ALL STRUCTURAL COMPONENTS OF THE EXISTING BUILDING TO REMAIN DURING DEMOLITION/ CONSTRUCTION. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR ANY/ALL DAMAGES CAUSED BY HIMSELF OR ANY OF HIS SUB-CONTRACTORS. 5. PROVIDE ADEQUATE BRACING AND SHORING OF EXISTING BEARING AND NON-BEARING WALLS TO REMAIN. ALSO PROVIDE ADEQUATE BRACING AT ALL AREAS OF CEILING CUTTING. NEW BRICK VENEER TO MATCH ADJACENT NEW PORCH (REF. ARCH'L) LEGEND DEMO WALL/STRUCTURE NEW LOAD BEARING: 2X4@16"O.C. NON-LOAD BEARING: 2X4@24" O.C. WINDOWS TO BE REMOVED/REPLACED WALLS TO REMAIN FIRST FLOOR PROPOSED PLAN SCALE: 1/8"=1'-0" orest St 7 F 0 4 2 4 6 8 X 7 erty Hill, T Lib 9 0 0 5 F-1 4 6 3 5-4 1 2) 2 1 (5 S N O I T U L O S D V L B T N O M K A O 4 0 3 3 3 0 7 8 7 , X T , I N T S U A TE A ST TFO EX AS MARCOS V. DEQUEIROGA PR D FO L I ES NEC OSSE NIG I LAN E R E EN 04/08/2026 E T A D 6 2 - 8 0 - 4 0 I N O S V E R I T E S W E V E R I . O N . 1 PROJECT: DATE: DRAWN BY: 25222 04-08-26 MC SCALE: AS NOTED S0.3 EXISTING ROOF TO REMAIN E G N A H C H C T I P VALLEY RIDGE VALLEY E G N A H C H C T I P EXISTING ROOF TO REMAIN GENERAL DEMOLITION NOTES 1. VERIFY FIELD CONDITIONS PRIOR TO START OF DEMOLITION AND NOTIFY THE ENGINEER OF RECORD OF ANY DISCREPANCIES. 2. ALL NEW CONSTRUCTION TO COMPLY TO THE 2024 EDITION OF THE INTERNATIONAL BUILDING CODE AND INTERNATIONAL RESIDENTIAL CODE. 3. REMOVAL OF ANY STRUCTURAL COMPONENT BEYOND THE SCOPE OF THESE DRAWINGS (LOAD BEARING WALL, CEILING/FLOOR JOISTS, ETC) IS PROHIBITED WITHOUT THE CONSENT OF THE ENGINEER OF RECORD. 4. PROTECT ALL STRUCTURAL COMPONENTS OF THE EXISTING BUILDING TO REMAIN DURING DEMOLITION/ CONSTRUCTION. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR ANY/ALL DAMAGES CAUSED BY HIMSELF OR ANY OF HIS SUB-CONTRACTORS. 5. PROVIDE ADEQUATE BRACING AND SHORING OF EXISTING BEARING AND NON-BEARING WALLS TO REMAIN. ALSO PROVIDE ADEQUATE BRACING AT ALL AREAS OF CEILING CUTTING. LEGEND DEMO WALL/STRUCTURE NEW LOAD BEARING: 2X4@16"O.C. NON-LOAD BEARING: 2X4@24" O.C. WINDOWS TO BE REMOVED/REPLACED WALLS TO REMAIN PROPOSED ROOF PLAN SCALE: 1/8"=1'-0" orest St 7 F 0 4 2 4 6 8 X 7 erty Hill, T Lib 9 0 0 5 F-1 4 6 3 5-4 1 2) 2 1 (5 S N O I T U L O S D V L B T N O M K A O 4 0 3 3 3 0 7 8 7 , X T , I N T S U A TE A ST TFO EX AS MARCOS V. DEQUEIROGA PR D FO L I ES NEC OSSE NIG I LAN E R E EN 04/08/2026 E T A D 6 2 - 8 0 - 4 0 I N O S V E R I T E S W E V E R I . O N . 1 PROJECT: DATE: DRAWN BY: 25222 04-08-26 MC SCALE: AS NOTED S0.4 BWL 1 BWL 2 BWL 3 7'-53 4" 23'-71 4" BWL A " 4 CS-WSP CS-WSP P S W - S C P S W - S C P S W - S C " 4 3 1 1 - 6 1 ' 3 1 1 - 6 1 ' BWL B CS-WSP " 2 1 ' 4 - 5 1 P S W - S C P S W - S C " 2 1 ' 4 - 5 1 BWL C CS-WSP CS-WSP CS-WSP 7'-53 4" 23'-71 4" BWL 1 BWL 2 BWL 3 orest St 7 F 0 4 2 4 6 8 X 7 erty Hill, T Lib 9 0 0 5 F-1 4 6 3 5-4 1 2) 2 1 (5 S N O I T U L O S D V L B T N O M K A O 4 0 3 3 3 0 7 8 7 , X T , I N T S U A TE A ST TFO EX AS MARCOS V. DEQUEIROGA PR D FO L I ES NEC OSSE NIG I LAN E R E EN 04/08/2026 E T A D 6 2 - 8 0 - 4 0 I N O S V E R I T E S W E V E R I BWL A BWL B BWL C FIRST FLOOR WIND BRACING PLAN SCALE: 1/8"=1'-0" . O N . 1 PROJECT: DATE: DRAWN BY: 25222 04-08-26 MC SCALE: AS NOTED S5.0 ARCH'L. ROOF, SEE ARCH'L DWGS. 1 2" PLYWOOD ROOF SHEATHING RAFTERS, SEE PLAN SEE ARCH'L DWGS. FOR SOFFIT, EAVE DETAILS SHEATH ALL EXTERIOR WALLS W/ 1 2" PLYWOOD ARCH'L. FINISH SEE ARCH'L DWGS. SEE ARCH'L DWGS. FOR SOFFIT, EAVE DETAILS 12 SEE ARCH'L. CEILING JOIST, SEE PLAN SIMPSON H2.5 STRAP @ 4'-0" O.C. DOUBLE #2 YP TOP PLATE STUDS @ 16" O.C. GABLE WALL, SLOPING TOP PLATE SHEATH ALL EXTERIOR WALLS W/ 1 2" PLYWOOD ARCH'L. FINISH SEE ARCH'L DWGS. ARCH'L. ROOF, SEE ARCH'L DWGS. 1 2" PLYWOOD ROOF SHEATHING 2x OUTLOOKERS @ 24" O.C. ARCH'L. ROOF, SEE ARCH'L DWGS. 1 2" PLYWOOD ROOF SHEATHING RAFTERS, SEE PLAN 12 SEE ARCH'L. RAFTERS, SEE PLAN S E I R A V SEE ARCH'L DWGS. FOR SOFFIT, EAVE DETAILS CEILING JOIST, SEE PLAN DOUBLE #2 YP TOP PLATE STUDS @ 16" O.C. SHEATH ALL EXTERIOR WALLS W/ 1 2" PLYWOOD ARCH'L. FINISH SEE ARCH'L DWGS. USE 2X10 RAFTERS OR FURR DOWN TO ACCOMMODATE BATT INSULATION + AIR SPACE SIMPSON H2.5 STRAP @ 4'-0" O.C. DOUBLE #2 YP TOP PLATE STUDS @ 16" O.C. C RAFTER SECTION A SECTION B SECTION ALL MULTIPLE PLY-MEMBERS TO BE BOLTED OR NAILED TOGETHER. AS PER DETAIL DOUBLE TOP PLATE RAFTER DOUBLE TOP PLATE RAFTER ASSEMBLY "A" 2 PLY OF 13 4" ASSEMBLY "B" 3 PLY OF 13 4" ASSEMBLY "C" 4 PLY OF 13 4" " 2 " 2 " 2 CEILING JOIST RAFTER " 2 1x3 BRACE TO PREVENT RACKING CEILING JOIST D U T S ASSEMBLY B: 3 ROWS 12d NAILS @ 12" O.C. OR 2 ROWS OF 1 2" BOLTS @ 12" O.C. ASSEMBLY C: 2 ROWS OF 1 O.C. OR 1 BOLTS 4"X6" SCREW @ 12" 2" THROUGH KNEE BRACES SHALL BE NAILED (BOLTED) TO THE SIDE OF THE RAFTER, WITH A TIGHT CUT UNDERNEATH THE CEILING JOISTS D U T S MULTIPLE MEMBER CONNECTION DETAIL " 2 " 2 13 4" ASSEMBLY A: 3 ROWS 12d NAILS @ 12" O.C. OR 2 ROWS OF 1 2" BOLTS @ 12" O.C. CEILING JOIST 1x3 BRACE TO PREVENT RACKING CEILING JOIST D U T S D U T S D U T S D U T S NAIL KNEE BRACE @ 8" O.C. TO SIDE OF RAFTER WITH SOLID BEARING ON TOP PLATE. CLG. JOIST AND KNEE BRACING TO CARRY LIMITED ATTIC STORAGE WHEN REQUIRED. D U T S INSTALL 2" WIDE FURRING STRIP TO RAFTER EDGE TO PROVIDE SUFFICIENT CLEARANCE FOR R-19 INSULATION AND 1" AIR GAP LOAD IS NOT TO TRANSFER TO RAFTERS. D U T S CUT KNEE BRACE TO FIT TIGHT ALONG BOTTOM OF CEILING JOIST GAMBREL CEILING W/ KNEE BRACE GAMBREL CEILING W/ FURRING STRIP SIMPSON LUS JOIST HANGER SIMPSON HUS JOIST HANGER SECTION F DISCLAIMER:THE DETAILS SHOWN ON THE TYPICAL DETAIL SHEET(S) ARE GENERIC AND MAY NOT BE APPLICABLE TO THIS SPECIFIC PROJECT. PLEASE VERIFY APPLICABILITY OF EACH DETAIL BEFORE USE. KNEE BRACE ARCH'L. ROOF, SEE ARCH'L DWGS. 1 2" PLYWOOD ROOF SHEATHING RAFTERS, SEE PLAN SEE ARCH'L DWGS. FOR SOFFIT, EAVE DETAILS 12 SEE ARCH'L. orest St 7 F 0 4 2 4 6 8 X 7 erty Hill, T Lib SECTION FOUR #2 YP 2x STUDS UNDER END OF HEADER BEYOND (TYP.) D SECTION CEILING JOIST CEILING JOIST R E T F A R T S I O J G N I L I E C E L G N I S E C A R B E E N K R E T F A R S T S I O J G N I L I E C E L B U O D E C A R B E E N K E C A R B E E N K CEILING JOIST, SEE PLAN SIMPSON H2.5 STRAP @ 4'-0" O.C. WOOD BEAM, SEE PLAN E R E T F A R CEILING JOIST S T S I O J G N I L I E C E L P R T I E C A R B E E N K E C A R B E E N K 9 0 0 5 F-1 4 6 3 5-4 1 2) 2 1 (5 S N O I T U L O S D V L B T N O M K A O 4 0 3 3 3 0 7 8 7 , X T , I N T S U A ARCH'L. ROOF, SEE ARCH'L DWGS. 1 2" PLYWOOD ROOF SHEATHING RAFTERS, SEE PLAN SEE ARCH'L DWGS. FOR SOFFIT, EAVE DETAILS SHEATH ALL EXTERIOR WALLS W/ 1 2" PLYWOOD MASONRY VENEER, SEE ARCH'L DWGS. L5x5x3 8 STEEL LINTEL 8" MIN. BEARING EACH END. 2"Ø THROUGH BOLTS @ 24" O.C. BOLT TO WOOD HEADER W/ 1 12 SEE ARCH'L. CEILING JOIST, SEE PLAN SIMPSON H2.5 STRAP @ 4'-0" O.C. DOUBLE #2 YP TOP PLATE STUDS @ 16" O.C. GARAGE HEADER, SEE PLAN R E T F A R T S I O J G N I L I E C E L G N I S E C A R B E E N K CEILING JOIST CEILING JOIST CEILING JOIST R E T F A R S T S I O J G N I L I E C E L P R T I E C A R B E E N K E C A R B E E N K E C A R B E E N K R E T F A R S T S I O J G N I L I E C E L B U O D E C A R B E E N K E C A R B E E N K RAFTER BEYOND CEILING JOIST NOTES KNEE BRACE 1. KNEE BRACES SHALL BE SAME DIMENSIONAL SIZE AS RAFTERS. 2. KNEE BRACES SHALL BE NAIL (BOLTED) TO THE SIDE OF THE RAFTERS. 3. USE A MINIMUM OF 8- 16d NAILS BETWEEN EACH MEMBER, OR 41 THE WAY THROUGH THE MEMBERS. 2" DIAMETER LAG SCREWS, SCREWED ALL RAFTER BEYOND CEILING JOIST NOTES 1. KNEE BRACES SHALL BE ONE DIMENSIONAL SIZE LARGER THAN RAFTERS. TE A ST TFO EX AS MARCOS V. DEQUEIROGA PR D FO L I ES NEC OSSE NIG I LAN E R E EN 04/08/2026 2. KNEE BRACES SHALL BE NAIL (BOLTED) TO THE SIDE OF THE RAFTERS. E T A D 6 2 - 8 0 - 4 0 3. USE A MINIMUM OF 8- 16d NAILS BETWEEN EACH MEMBER, OR 41 ALL THE WAY THROUGH THE MEMBERS. 2" DIAMETER LAG SCREWS, SCREWED OPT. KNEE BRACE CONNECTION DETAIL H NOTE: 3x3x1/4 STEEL PLATE STOPS WELDED TO ANGLE @24" O.C. FOR ROOF PITCH GREATER THAN 7:12 BUT NO MORE THAN 12:12 ATTACH FIRST RAFTER TO EACH STUD W/ (3) 3/8"X5" LAG SCREWS STUD WALL PER PLAN I N O S V E R I T E S W E V E R I . O N . 1 PROJECT: DATE: DRAWN BY: 25222 04-08-26 MC SCALE: AS NOTED S6.0 TYP. KNEE BRACE CONNECTION DETAIL G ARCH'L. ROOF, SEE ARCH'L DWGS. 1 2" PLYWOOD ROOF SHEATHING RAFTERS, SEE PLAN 12 SEE ARCH'L. MASONRY VENEER, SEE ARCH'L DWGS. L4x4x1 4 STEEL LINTEL. LOCATE DIRECTLY ON TOP OF ROOF CONSTRUCTION TOP OF ROOF DECKING (TYP) TRIPLE TREATED RAFTERS ATTACHED TO STUD WALL (TYP) RIDGE BOARD, SEE PLAN SECTION I TYPICAL MASONRY OVER ROOF J SIMPSON HU BEAM HANGER ROOF FRAMING NOTES 1. ALL FRAMING MEMBERS AND CONSTRUCTION TO BE PER 2024 EDITION OF INTERNATIONAL RESIDENTIAL 2. 3. 4. 5. 6. 7. CODE. ROOF LIVE LOAD = 20 psf, REDUCIBLE PER LATEST IBC. ROOF DEFLECTION CRITERIA: L/240 FOR FRAMING MEMBERS REFER TO NOTE 4 OF CEILING FRAMING NOTE ROOF RAFTERS SHALL BE 2x8 @24 IN. O.C., U.N.O. PURLINS SHALL BE 2x6 BRACED @ 4'-0" O.C., U.N.O. INDICATES RIDGE, RAFTER OR PURLIN BRACING WITH BEARING POINT DIRECTLY BELOW. INDICATES RIDGE, RAFTER OR PURLIN BRACING WITH BEARING POINT LOCATION. 8. BRACES UP TO 6FT LONG SHALL BE 2X4. LONGER BRACES/POSTS SHALL BE MADE OF 2-2X6 FASTENED TOGETHER IN A "L" OR "T" PATTERN. 9. VERIFY ALL DIMENSIONS AGAINST ARCHITECTURAL DRAWINGS 10. PLYWOOD ROOF SHEATHING OR OSB SHALL BE 1 2" THICK MIN. U.N.O. 11. CLD - INDICATES CONCEALED/FLOATING BEAM. ALL OTHER BEAMS SHOWN ON PLAN TO BE DROPPED U.N.O. RIDGE BEAM, SEE PLAN FOR SIZE 2x OUTLOOKERS @ 48" O.C. UN-SUPPORTED RAFTER 2- 16D NAILS BOTH SIDES OF CONNECTION NOTCH RAFTER 31 FOR OUTLOOKER 2"X11 2" NAIL FLUSH WITH TOP EDGE OF RAFTER FIRST PLATE BEARING RAFTER 2x SUB FASCIA TYPICAL WALL SECTION BEYOND N M U L O C L I A N D N E E C N A T S I D W O R I G N C A P S END DISTANCE NAIL ROW NAIL ROW NAIL ROW NAIL ROW X A M " 6 3 SPACE BETWEEN COL. PLAN SIMPSON A35 - ANGLE, SEE MANUFACTURER FOR INSTALLATION AND FASTENING REQ'S. 36" MAX 36" MAX DOUBLE TOP PLATE SECURE DOUBLE TOP PLATE TO STUDS WITH 2- 16D NAILS AT EACH CONNECTION orest St 7 F 0 4 2 4 6 8 X 7 erty Hill, T Lib 2- 2X4 STUDS, TYP. EA. CORNER 1X4 BRACE TYP. EACH FACE SECURE TO STUDS WITH 2- 16D NAILS AT EACH CONNECTION. X A M " 6 - 2 1 ' ROOF STRUCTURE, SHOWN GRAYED OUT FOR CLARITY DOUBLE TOP PLATE 2- 2X4 STUDS, TYP. EA. CORNER 1X4 BRACE TYP. EACH FACE SECURE TO STUDS WITH 2- 16D NAILS AT EACH CONNECTION. SIMPSON RPS 18 STRAP. SECURE TO STUDS WITH 2- 16D NAILS AT EACH END TYP. AT EACH CORNER. PERSPECTIVE ROOF OPENING ELEVATION CHIMNEY FRAMING DETAIL 3 TE A ST TFO EX AS (3) 2x4 (4) 2x4 (3) 2x6 (4) 2x6 (6) 2x6 # OF NAILS PER ROW NAIL SIZE END DISTANCE EDGE DISTANCE SPACE BETWEEN ROWS 1 30d 3.5" 1.5" 8 1 30d 3.75" 1.5" 9 2 50d 3.5" 1.5" 8 2 50d 3.75" 1.5" 9 2 50d 3.5" 1.5" 6 SPACE BETWEEN COLUMNS 0.5" 0.5" 2.5" 2.5" 2.5" WHEN ONE NAIL PER ROW IS SPECIFIED, NAILS IN ADJACENT ROWS SHALL BE DRIVEN FROM OPPOSITE SIDES IN OPPOSITE COLUMNS. 4 1/2" SIMPSON SDS SCREWS MAY REPLACE 30D NAILS & 6" SIMPSON SDS SCREWS MAY REPLACE 50D NAILS. SOLID TIMBER MEMBERS OF EQUAL OR GREATER SIZE MAY BE USED INSTEAD OF SPECIFIED STUD PACKS. TYP. OUTLOOKER DETAIL 1 STUD PACK CONN. 2 3d MAX. d d I . N M 3 / d fv = 3V 2bd fv = 3V 2bd (a) SQUARE END BEARING (b) SLOPE END BEARING fv = 3V 2bde (c) SLOPE END CUT FOR ROOF DRAINAGE 3d MAX. e d 4 . 0 . X A M 3d MAX. e d e d d e d fv = 3V 2bde fv = 3V 2bde ( d de ) (e) COMPRESSION-SIDE NOTCH WHERE e > de (f) TENSION-SIDE NOTCH - NOT RECOMMENDED fv = 3V d - de 2b[d-( )e] de (d) COMPRESSION-SIDE NOTCH WHERE e < de d d d 4 . 0 . X A M e d SIMPSON STRONG-TIE : H2 SIMPSON STRONG-TIE : H6 SIMPSON STRONG-TIE : H10 STANDARD SIMPSON STRONG-TIE DETAILS PROVIDED BY HTTP:// WWW.SIMPSONSTRONGTIE.COM. THESE DETAILS SHOULD ONLY BE USED AS REFERENCE OF APPEARANCE AND STYLE NOT FOR INSTALLATION OR FASTENING SPECIFICATIONS. PLEASE REFER TO MANUFACTURER FOR ALL OTHER APPLICABLE INFORMATION REQUIRED FOR THE PROPER INSTALLATION AND FASTENING OF THEIR PRODUCTS. fv= SHEAR STRESS (psi) V= SHEAR FORCE AT NOTCH LOCATION (lbs) b= WIDTH OF BEAM d= DEPTH OF BEAM de= EFFECTIVE DEPTH AS SHOWN (inches) e= LENGTH AS SHOWN (inches) SIMPSON STRONG-TIE : RR DOUBLE HEADER TOP PLATE FOR GABLE DORMER STUDS FOR GABLE DORMER DOUBLE HEADER TOP PLATE FOR EXTERIOR WALL STUDS FOR EXTERIOR WALL RIDGE BOARD, SEE PLAN FOR SIZE VALLEY BOARD, SEE PLAN FOR SIZE ROOF RAFTERS, SEE PLAN FOR SIZE AND SPACING TRIPLE RAFTER CEILING JOISTS, SEE PLAN FOR SIZE AND SPACING SHEAR WALL DESIGN EQUATIONS FOR NOTCHED AND TAPERED BEAMS 4 SIMPSON STRONG-TIE DETAILS 5 TYPICAL DORMER FRAMING 6 9 0 0 5 F-1 4 6 3 5-4 1 2) 2 1 (5 S N O I T U L O S D V L B T N O M K A O 4 0 3 3 3 0 7 8 7 , X T , I N T S U A MARCOS V. DEQUEIROGA PR D FO L I ES NEC OSSE NIG I LAN E R E EN 04/08/2026 E T A D 6 2 - 8 0 - 4 0 I N O S V E R I T E S W E V E R I . O N . 1 PROJECT: DATE: DRAWN BY: 25222 04-08-26 MC SCALE: AS NOTED S6.1 T.O. PLATE DETAIL 5 DBL. PLATE HORIZONTAL BLOCKING AT PANEL EDGES (SEE DETAIL 5) 7 16" PLYWOOD (STRUCTURAL I) OR T-PLY SHEATHING EXTERIOR WALL ONLY REF. SHEAR WALL SCHEDULE (SHT 1 NOTE 2) FOR FASTENER SPACING (EDGE) REF. SHEAR WALL SCHEDULE (SHT 1 NOTE 2) FOR FASTENER SPACING (INTERIOR) T.O. PLYWOOD SIMPSON MSTA30 @ 6'-0" O.C., TYP. 2X WOOD BEAM (REF. PLAN) ONE STORY WALL PANEL 1 T.O. PLATE RIM BOARD T.O. PLATE DETAIL 6 DETAIL 5 HORIZONTAL BLOCKING AT PANEL EDGES (SEE DETAIL 5) REF. SHEAR WALL SCHEDULE (SHT 1 NOTE 2) FOR FASTENER SPACING (EDGE) REF. SHEAR WALL SCHEDULE (SHT 1 NOTE 2) FOR FASTENER SPACING (INTERIOR) T.O. PLYWOOD OPT. 1x4 LET IN 2x STUD @ 16" O.C. SIMPSON MSTA30 @ 6'-0" O.C., TYP. 2x SILL PLATE DBL. PLATE OPT. 1x4 LET IN 2x STUD @ 16" O.C. . P Y T L E N A P F O D N E . P Y T L E N A P F O D N E . P Y T L E N A P F O D N E A-A 6' TO 18' FASTEN SHEATING TO HEADER WITH 8D COMMON NAILS IN 3" GRID PATTERN AS SHOWN AND 3" O.C. IN ALL FRAMING (STUDS, AND SILLS) TYP. LVL HEADER (REF. PLAN) DBL. TOP PLATE FASTEN TOP PLATE TO HEADER WITH TWO ROWS OF 16D NAILS AT 3" O.C. TYP. SIMPSON MSTC 28 HEADER STRAP OPPOSITE SHEATING AS SHOWN (SEE SECTION A-A) TYP. SIMPSON MSTC 28 HEADER STRAP OPPOSITE SHEATING AS SHOWN (SEE SECTION A-A) TYP. 16D SINKER NAILS IN 2 ROWS @ 3" O.C. FOR A PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BE BLOCKED, AND OCCUR WITHIN 24" OF MID-HEIGHT.ONE ROW OF TYP. SHEATING-TO-FRAMING NAILING IS REQUIRED IF 2x BLOCKING IS USED, THE 2x'S MUST BE NAILED TOGETHER WITH 3 16D NAILS. SIMPSON MSTC 28 HEADER STRAP 24" MIN. 16" PLYWOOD/OSB (STRUCTURAL I) OR T-PLY SHEATHING. FASTEN SHEATHING TO MIN.7 HEADER STUDS, BLOCKING, SILLS W/ 8D COMMON OR GALVANIZED BOX NAILS @ 3" O.C. TYPICAL 24" MIN. REF. PLAN FOR WIDTH (16" MIN.) SIMPSON STRONG-TIES MSTA30 EMBED STRAP WITH (30)-16D SINKER NAILS. (ALTERNATE: HTT5 WITH(26)-10D NAILS.) 7 16" PLYWOOD/OSB (STRUCTURAL I) OR T-PLY SHEATHING SIMPSON MSTA30 2X WOOD BEAM (REF. PLAN) PORTAL FRAME ELEVATION 3 SIMPSON MASB STRAP SIMPSON MASB STRAP SECTION A-A 2x STUD PLYWOOD FLOOR REF. SHEAR WALL SCHEDULE (SHT 1 NOTE 2) FOR FASTENER SPACING SHEATHING EDGE 3 8" FROM SHEATHING EDGE, TYP. 2x STUD 2x PLATE ROOF RAFTER TOP PLATE RIM BOARD FLOOR JOIST 3-16d NAILS 2-SIMPSON STC OR 1-DTC CLIPS ONE SIDE OF 2x4 2x4 FLAT BLOCKING @ 48" O.C. EA. CLIP BETWEEN ROOF TRUSSES CEILING JOISTS/TRUSSES 2x STUD WALL (NO SHEAR/LOAD BEARING) A-A HORIZ. BLOCKING AT SHEATHING EDGES REF. SHEAR WALL SCHEDULE (SHT 1 NOTE 2) FOR FASTENER SPACING SHEAR WALL PANEL DETAIL 5 2x STUD TOP PLATE SHEAR WALL CONNECTION 6 SIMPSON H2.5 OR APPROVED SIMILAR NAILED PER MFRG. RECOMMENDATIONS RAFTER @ PERIMETER WALL 7 TYPICAL NON SHEAR/ BEARING WALL CONN. orest St 7 F 0 4 2 4 6 8 X 7 erty Hill, T Lib 9 0 0 5 F-1 4 6 3 5-4 1 2) 2 1 (5 S N O I T U L O S D V L B T N O M K A O 4 0 3 3 3 0 7 8 7 , X T , I N T S U A TE A ST TFO EX AS MARCOS V. DEQUEIROGA PR D FO L I ES NEC OSSE NIG I LAN E R E EN 04/08/2026 SHEATHING PER GSN SHEATHING PER GSN PRE-ENGINEERED ROOF TRUSS BY OTHERS 2x4 HORIZONTAL BRACE @ 48" O.C. 2-16d NAILS PRE-ENGINEERED ROOF TRUSS BY OTHERS DRAG TRUSS 2x CONT. NAILER 16d NAILS @ 6" O.C. 2" MIN. SIMPSON MSTA30 @ 6'-0" O.C., TYP. 2x SILL PLATE A35/LTP4 @ 24" O.C. INSTALL AFTER ROOF IS LOADED SHEAR WALL PER PLAN 16d TOE NAIL AT 12" O.C. TRUSS OFFEST FROM WALL. CLIP TRUSS TO TOP PLATE W/ LPT4 @ 24" O.C. LPT4 TO BE LAID FLAT AND FASTENED UP INTO BOTTOM OF TRUSS AND DOWN INTO TOP OF PLATE 1'-75 8" MAX. 2-16d AT 12" O.C. SHEAR WALL PER PLAN 8 E T A D 6 2 - 8 0 - 4 0 PLYWOOD / OSB NOTES: 1. WIND LOADS PER 2024 INTERNATIONAL BUILDING CODE: BASIC WIND SPEED: 115 MPH (3 SEC. GUST) EXPOSURE: B BUILDING CATEGORY II I = 1.0 2. SHEATHING TO BE 7 ATTACH WITH/ FASTENERS 6" O.C. @ EDGES AND 12" O.C. INTERMEDIATE STUDS. PER 2015 IRC. TABLE R602.3 (1). 2x STUDS AT 24" O.C.. FASTEN STUDS PER LATEST IRC. 3. 4. USE SECTION 1 FOR 1x4 LET-IN BRACED WALL FASTENERS BETWEEN PANEL ENDS SHALL BE PER LATEST IRC. 16"STRUCTURAL PLYWOOD OR OSB. I N O S V E R I T E S W E V E R I . O N . 1 PROJECT: DATE: DRAWN BY: 25222 04-08-26 MC SCALE: AS NOTED S6.2 SIMPSON MSTA30 @ 6'-0" O.C., TYP. 2X WOOD BEAM (REF. PLAN) TWO STORY WALL PANEL 2 DRAG TRUSS AT SHEAR WALL 9 DRAG TRUSS AT SHEAR WALL 10