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APPROVED BLD BLD2024-0740+Architectural_Plan+6.3.2024_10.41.29_AM+4295969—N- 100.0, SITE PLAN 1 1 41 •1 1 1 EXPIRES: 12/24/24 PROJECT DATA 'PROJECT DESCRIPTION: UNDERPINNING OF EXISTING RESIDENCE FOR FOUNDATION STABILIZATION. 'PROJECT ADDRESS: 717 15TH ST SW 0 EDMONDS, WA 98020 'COUNTY: SNOHOMISH COUNTY 00 'PARCEL NO: 00390000000700 'BUILDING CODE: 2021 IBC & 2021 IRC 'ZONING CODE: 2021 EDMONDS MUNICIPAL CODE 'ZONING: RS-6 'SITE AREA: 8,712 Sq-Ft 'LOT DIMENSIONS: AS SHOWN 'EXISTING BUILDING FOOTPRINT: 1,646 SF ((1) STORY) SITE PLAN NOTES 1. ALL WORK AND MATERIAL SHALL CONFORM TO THE REQUIREMENTS - (E) DRIVEWAY/ PRIMARY OF THE CITY OF EDMONDS DESIGN STANDARDS. CONSTRUCTION ACCESS 2. THE CONTRACTOR SHALL OBTAIN ALL REQUIRED PERMITS AND LICENSES BEFORE STARTING CONSTRUCTION. 3. THE CONTRACTOR SHALL NOTIFY THE ENGINEER, CITY OF EDMONDS 24 HOURS BEFORE STARTING CONSTRUCTION OR RESUMING WORK AFTER SHUTDOWNS, EXCEPT FOR NORMAL RESUMPTION OF WORK FOLLOWING SUNDAYS OR HOLIDAYS. 4. THE CONTRACTOR SHALL ASSIST THE ENGINEER IN PREPARING AS -CONSTRUCTED DRAWINGS. 5. SUBCONTRACTOR TO SPECIFY LOCATIONS OF UTILITY STUBS. sfa SFA Design Group, LLE suRA�E7 NEER7 com311Ip(5i0R3)u6cd1wtlq U z W oC U nz W W 0 O N z 0(r_< W cn co rn z Q Who z o 0? w LL z >_ W > _ �0 Q SITE PLAN [REVISIONS 1 PROJECT NO: MFR24-103 DESIGNED BY: BM DRAWN BY: BM CHECKED BY: JLD DATE: 05.24.2024 SHEET NO: S1.0 GENERAL REQUIREMENTS Refer to subsequent plan and detail notes for variations and requirements specific to referenced project. NOTE PRIORITIES: Notes on the individual drawings govern over notes on this sheet. SPECIFICATIONS: Refer to the specifications for information in addition to that contained in these notes and the structural drawings. STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project. They are not intended to show all details of the work. Details noted "typical" apply to similar work throughout the project unless noted separately. STRUCTURAL RESPONSIBILITIES: The structural engineer is responsible for the strength and stability of the primary structure in its completed form. CONTRACTOR RESPONSIBILITIES: The contractor is responsible for the means and methods of construction and all job related safety standards (i.e. OSHA or Federally approved State plan). The contractor is responsible for the strength and stability of the structure during construction. The contractor shall provide temporary shoring, bracing and other elements required to maintain stability until the structure is complete. It is the contractor's responsibility to be familiar with the work required in the construction documents and the requirements for executing it properly. The contractor shall at his discretion employ a Washington State registered structural engineer for design of temporary bracing and shoring. It is the contractor's responsibility to contact the Engineer —of —Record to schedule applicable Structural Observations. DISCREPANCIES: In case of discrepancies between the specifications, reference standards and the governing code, the Engineer will determine which shall govern. Discrepancies shall be brought to the attention of the Engineer before proceeding with the work. SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between the drawings and actual site conditions shall be brought to the attention of the Engineer before proceeding with the work. CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as noted in DESIGN REQUIREMENTS below or the capacity of partially completed construction. ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utilities prior to excavation. Any utility information shown on the drawings and details are approximate and not necessarily complete. ALTERNATES: Alternates for specified items may be submitted to the Engineer for review. DESIGN CRITERIA Building Code Conformance (meets or exceeds requirements): 2021 International Building Code (IBC) 2021 International Residential Code (IRC) 2021 Washington State Building Code 2021 Washington State Residential Code DEAD LOADS: Roof Dead Load 15 PSF Floor Dead Load 15 PSF Wood Wall Dead Load 12 PSF Interior Wood Wall Dead Load 9 PSF Concrete 150 PCF 111119:1111111110011071 Roof Snow Load 25 PSF Floor Live Load (residential) 40 PSF SOILS AND FOUNDATIONS REFERENCE STANDARDS: Conform to IBC Chapter 18 "SOILS & FOUNDATIONS" PUSH PIERS/PIN PILES MATERIALS: Bracket Plates — ASTM A36 (Min Yield Stress, Fy = 36 ksi / Min Tensile Stress, Fu = 58 ksi) Pier Tubes — ASTM A500 Grade B or C (Min Yield Stress, Fy = 46 ksi / Min Tensile Stress, Fu = 58 ksi) External Sleeve — ASTM A500 Grade B or C (Min Yield Stress, Fy = 46 ksi / Min Tensile Stress, Fu = 58 ksi) Pier Cap — ASTM A36 (Min Yield Stress, Fy = 36 ksi / Min Tensile Stress, Fu = 58 ksi) Coil Rod — ASTM A193 Grade B7 (Min Yield Stress, Fy = 105 ksi / Min Tensile Stress, Fu = 125 ksi) Steel Angle Shapes — ASTM A36 (Min Yield Stress, Fy = 36 ksi / Min Tensile Stress, Fu = 58 ksi) EXPIRES: 12/24/24 WELDING NOTES: Conform to AWS D1.1. Welders shall be certified in accordance with AWS requirements. Use E70 electrodes of type required for materials to be welded. CORROSION PROTECTION: Sacrificial Design Thickness — Capacities include a scheduled loss in steel thickness due to corrosion for black, uncoated steel. Anchors are designed for 50—year scheduled sacrificial thickness loss in accordance with ICC—ES AC358. INSTALLATION: System to be installed per manufacturers recommendations. Minimum installation pressure is to be determined by the following equation: Push Pier Installation Pressure (psi): [DESIGN LOAD] X 2 / [AREA OF HYDRAULIC RAM]. Pin piles are to be driven to refusal. Installation refusal is considered to be reached when the energy from a 110 lb pneumatic hammer no longer carries a vertical displacement of one inch movement observed in a one minute time span to the pile. Minimum Push Pier Installation Depth is 10'-0" t uno. Minimum Pin Pile Installation Depth is 10'—O" f uno. Notify engineer if minimum installation conditions cannot be achieved. EXISTING UTILITY LINES: Contractor to repair utility lines that may be damaged during installation. PUSH PIER/PIN PILE SPLICING: Piles are to be gravity spliced with fitting couplers. Building weight will ensure joints do not separate. DO NOT PLACE PIERS THIS ZONE W/O DIRECTION FROM ENGINEER NO PIER PLACEMENT ZONE DO NOT PLACE PIERS THIS ZONE W 0 DIRECTION FROM ENGINEER CONTRACTOR TO NOTIFY FOR IF (E) FOUNDATION CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS SCALE: NTS sfa SFA Design Group, LLE 5 i a�C i IIRAL tNGirv[[xiNG p. (503)6d1A]11 ww sfatlq com CU z LLI oC CU z W W 0 O N z O LU °C � rn z < Q Who z ��O 0 ti O? W LL z >_ W �0 Q GENERAL NOTES [REVISIONS 1 PROJECT NO: MFR24-103 DESIGNED BY: BM DRAWN BY: BM CHECKED BY: JLD DATE: 05.24.2024 SHEET NO: S1.1 DESIGN SOIL VALUES: Allowable Foundation Pressure (assumed) 1500 PSF TESTING & INSPECTION Continuous Special Inspection is required during installation of piers per 2021 IBC Section 1810.4.12. The Special Inspector is responsible for verifying and recording the following: • Project description (address, installation date, permit number) • Pier and bracket configuration • Part description (product manufacturer, bracket type, pier type, pier outside diameter, pier wall thickness) • Pier inclination, location, depth, and installation pressure achieved Load testing shall be performed in accordance with ASTM METHOD D1143 (QUICK METHOD) on 20 percent of piers and will be selected by the Special Inspector. An alignment load (AL) shall be applied to the pier prior to setting the deflection measuring equipment to zero or a reference position. The AL shall be no more than 10% of the Design Load. Incremental loading shall be in accordance with the following schedule: TEST LOADING SCHEDULE HOLD TIME AL (.10 DL MAX) 0 Minutes 0.25 DL Until Stable 0.50 DL Until Stable 0.75 DL Until Stable 1.00 DL Until Stable 1.25 DL Until Stable 1.50 DL Hold for Creep 1.25 DL Until Stable 1.00 DL Until Stable 0.75 DL Until Stable 0.50 DL Until Stable 0.25 DL Until Stable Test (see below) MAX DEFLECTION 0.04 inches Load testing creep acceptance criteria shall be no greater than 0.04 inches within a 10 minute period. If movement is observed greater than 0.04 inches within the 10 minute period the load test shall be held for an additional 50 minutes, the pier is to be deepened and re —tested, or the pier is to be abandoned and replaced with a new pier. If the load test is to be held the pier movements shall be measured at 15, 20, 30, 40, 50, and 60 minutes. The creep versus the logarithm of time shall be plotted. If the creep rate is less than 0.080 inches between 6 and 60 minutes, the load test shall be considered successful. Push Pier TEST PRESSURE (PSI): [Design Load] X 1.5 / [AREA OF HYDRAULIC RAM]. Pin Piles are to be driven to refusal. Installation refusal is considered to be reached when the energy from a 110 lb pneumatic hammer no longer carries a vertical displacement of one inch movement observed in a one minute time span to the pile. EXPIRES: 12/24/24 SAFEBASE STABILIZER SYSTEM INFO PART DESCRIPTION COMMENTS MIN YIELD STRESS, Fy MIN TENSILE STRESS, Fu TOP IL ASTM A36 V/2x6xO'-6" W/ (4) %"0 HOLES W/ WELDED 11/4"001/2" IPS SCH 40 ASTM A53 PIPE WOOD BEAM CONDITION 36 KSI 30 KSI 58 KSI 48 KSI THREADED ROD 11/40"-7x12" ASTM A193 GRADE B7 THREADED ROD W/ 11/40"-7 ASTM A194 GRADE 2H HEX NUT 75 KSI 125 KSI THREADED CAP HSS 4x4x3/16x0'-4" ASTM A500 GRADE B/C HD GALV PER ASTM A123 W/ WELDED R3/4x4x0'-4" ASTM A36 & 11/4"0-7 ASTM 194 GRADE 2H HEX NUT 46 KSI 36 KSI 58 KSI 58 KSI BASE V/4x6xO'-6" ASTM A36 W/ (2) HOLES W/ WELDED HSS 4x4x3/16x0'-2" ASTM 500 GRADE B/C HD GALV PER ASTM A123 36 KSI 46 KSI 58 KSI 58 KSI BEAM CRADLE ASTM A36 BENT C/ x11/ Hx31/ WXO'-37/ "L W/ WELDED 11/ "Ox11/ " IPS SCH 40 ASTM A53 PIPE 16 2 2 8 4 2 STEEL BEAM CONDITION 58 KSI 48 KSI BEAM SPLICE HSS 3x3x1/4x1'—O" ASTM 500 GRADE B/C HD GALV PER ASTM A123 W/ WELDED 11/4"Ox11/2" SCH 40 ASTM A53 PIPE 46 KSI 30 KSI 58 KSI 48 KSI STEEL BEAM HSS PER PLAN — ASTM A500 GRADE C HD GALV PER ASTM A123 50 KSI 62 KSI MAIN TUBE ASTM A500, GRADE B/C HD GALV, PER ASTM A123 HSS 31/2x31/2x11GA 46 KSI 58 KSI NOTE: INSTALL PER MFR RECOMMENDATIONS sfa SFA Design Group, LLE 5 i a�C i IIRAL tNGirv[[xiNG p. (503)6d1A]11 ww sfatlq com CU Z_ W oC CU nZ W W o O cr N Z Warn O Er I.- < Z Q W Q Z O ::) 0�� O? w LL Z >- W �0 Q GENERAL NOTES [REVISIONS 1 PROJECT NO: MFR24-103 DESIGNED BY: BM DRAWN BY: BM CHECKED BY: JLD DATE: 05.24.2024 SHEET NO: S1.2 (E) FDN/(N) PUSH PIER/PIN PILE/STABILIZER LAYOUT PLAN NOTES: 1. REFERENCE S1.1 & S1.2 FOR GENERAL REQUIREMENTS 2. CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES BETWEEN FIELD CONDITIONS & THOSE SHOWN IN THESE DOCUMENTS PRIOR TO WORK TYP 3• INDICATES (E) CONC WALL ON (E) CONC FOOTING (CONTRACTOR TO VERIFY 6"Wx2'-6"H TO 4'-6"H (E) CONC WALL AND 1'-2"Wx6"DP (E) CONC FOOTING MIN TYP (NOTIFY ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER IN THE AREA OF WORK)) 4. ® INDICATES (E) WOOD POST/COLUMN 5. (^ INDICATES (N) POLYURETHANE BACKFILL PER DETAIL 1 /S4.3 ((1) TOTAL) 6. � x/sx.x SECTION CUT - DETAIL NUMBER/SHEET NUMBER 7. (�U INDICATES LOCATION OF SAFEBASE 288 PUSH PIER W/ SB-LD FOUNDATION BRACKET PER DETAILS ON S4.1 ((11) TOTAL) PUSH PIER INSTALLATION NOTES: • DESIGN LOAD = 14,188 LBS • 2.875"0 PIPE PILE W/ 0.188" THICK WALL • 3.5" 0x36" LONG PIPE SLEEVE W/ 0.220" WALL • MINIMUM 10'-0" INSTALLATION DEPTH • MINIMUM 3,000 PSI INSTALLATION PRESSURE • MINIMUM 1/4" FOUNDATION LIFT DURING INSTALLATION 8• ErSl INDICATES LOCATION OF SAFEBASE PIN PILE W/ NCB FOUNDATION BRACKET PER DETAILS ON S4.2 ((3) TOTAL) PIN PILE INSTALLATION NOTES: • DESIGN LOAD = 6,500 LBS • 2.375"0 PIPE PILE W/ 0.154" THICK WALL • 3.5" 0x36" LONG PIPE SLEEVE W/ 0.220" THICK WALL • MINIMUM 10'-0" INSTALLATION DEPTH • DRIVE UNTIL LESS THAN 1" MOVEMENT IS OBSERVED IN A 1 MIN TIME SPAN WITH A 110 LB PNEUMATIC HAMMER 9. PIER SPACING SHALL BE AS INDICATED ON PLAN (9'-6" OC MAX) 10. o INDICATES LOCATION OF SAFEBASE FLOOR STABILIZER SYSTEM ((3) TOTAL) DESIGN LOAD = 4,100 LBS 11. STABILIZER SPACING SHALL BE AS INDICATED ON PLAN 12. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF (E) FOUNDATION CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS 13. FILL ALL VISIBLE CRACKS IN THE FOUNDATION WALL WITH HYDRAULIC CEMENT OR EPDXY 14. ALL CONSTRUCTION MATERIALS IN THESE DOCUMENTS ARE (N) UNO I I I AREA OF WORK II I KEY PLAN `----� 3 70'-0" I 26'-0" I 5'-0" 8'-101, 2'-9" i Fn T n� CL UP C' i L6x6x%x3'-0" TYP uiuJ 4 o cn 11 10 9 1�.up (E) CONC SLAB ON GRADE 1 S4.2 TYP cy 2'-6' 10 -0" ui 77 10`-0" - 2' 2'-0"SQx12"DP HSS 5x3x1/4 7 CONC FTG W/ (3) _ #4 EA WAY TYP �o� - - - - �� J L J od 2'-6"SQx12" `d - DP CONC FTG W/ 6 (E) CMU CHIMNEY (4) #4 EA WAY r - - � cy ui -..L_ 2 S4.2 _::k• •— i i i i i i L - (pl 2 (O1 3 4 cD 1'-6" 9'-6" 9'-6" 1'-6" wl Of w zl �'z z1 OI pl OI Lu w w �5 EXPIRES: 12/24/24 0 I in N PARTIAL (E) FDN/(N) PUSH PIER/PIN PILE/STABILIZER LAYOUT PLAN sfa SFA Design Group, LLE si RuciuRA�E7 NE RNG p. (503)6d1A311 I ww sfatlq com CU z oC U z W W 0 0 cr N Z 0Er;< Warn Z Q Who z 0 o ::) 0ti� 0z w LL Z >- W �0 PARTIAL (E) FDN/(N) PUSH PIER/PIN PILE /STABILIZER LAYOUT PLAN [REVISIONS 1 PROJECT NO: MFR24-103 DESIGNED BY: BM DRAWN BY: BM CHECKED BY: JLD DATE: 05.24.2024 SHEET NO: S2.1 SCALE: NTS SCALE: 1/8"=1 '-0" 3 S4.1 OPP �-/HOLES/ © _ .� '/8"0 HOLE TYP 1 / 6 LINE OF \ 3%" 0 HOLE SYMMETRY 23�4„ 5 BEYOND ' IAL I 3 S4.1 SB-LD BRACKET - TOP '/8"0 HOLE TYP �-/E/PIPE/HOLES - �— 31/2" Ox0.31 » x0'-1/2„ EA SIDE OF I?-3/16 1-2 PIPE EA SIDE OF R 1 S4.1 LINE OF _ SYMMETRY 1/16" 0 HOLE TYP O BEYOND cn NOTE: `4,�, REF 1 /S4.1 FOR MATERIALS LIST SB-LD BRACKET - FRONT SCALE: 11/2"=1 '-0" SAFEBASE-LD FOUNDATION BRACKET MATERIALS LIST ITEM # PART DESCRIPTION DIMENSIONS GRADE 1 MAIN IL R3/4x5x0'-93/4" A36 2 SEAT R R1/4x10x0'-10" A36 3 BACK R R1/40 0'-10" A36 4 TOP R R3/4x4x0'-81/2" A36 5 STRAP BENT R3/gx3x2'—O" A36 6 MAIN TUBE * PIPE 4"OX0.188XO'-9" A500 7 ALL THREADED RODS (2x) 3/4"ox1'-0" A193 8 THREADED HEX NUTS (4x) — A193 * DIMENSIONS GIVEN AS OUTER DIAMETER x WALL THICKNESS x LENGTH 1 S4.1 NOTE: REF 1 /S4.1 FOR MATERIALS LIST SB-LD BRACKET - SIDE SCALE: 11/2"=1 '-0" 0 EXPIRES: 12/24/24 SCALE: 11/2"=1 '-0" LINE OF c+vL„,r rnv "0 HOLE NOTE: REF 1 /S4.1 FOR MATERIALS LIST SB-LD BRACKET - BACK SCALE: 11/2"=1 '-0" 1 sfa SFA Design Group, LLE 5 a�C IIRAL [NGiN[[xi NG p. (503)6d1A]11 ww sfatlq com CU z_ W oC CU z 0- W W 0 O N z O W cn M� co rn z < Q Who z o O? w LL z >- W �U Q DETAILS REVISIONS PROJECT NO: MFR24-103 DESIGNED BY: BM DRAWN BY: BM CHECKED BY: JLD DATE: 05.24.2024 SHEET NO: S4.1 (E) WALL SHEATHING (E) EXTERIOR SURFACES (SAWCUT AS REQ'D) ((E) EXTERIOR GRADE AS OCCURS) DIRECT INJECTION POLYURETHANE PER PLAN ,--(E) WALL FRAMING (E) FLOOR SHEATHING (E) FLOOR FRAMING (PARALLEL AS OCCURS) _---(E) WALL FRAMING a (E) CONC STEMWALL a (E) INTERIOR SLAB ON GRADE a q d q a q x I11—III—I — 0 I N (E) CONC FOOTING (CHIP FLUSH W/ STEMWALL AS REQ'D) STEEL ANGLE PER PLAN AS OCCURS FOUNDATION BRACKET PER PLAN POLYURETHANE BACKFILL CENTERED ON PIER TUBE INSTALLED FLUSH W/ FOUNDATION BRACKET (AS OCCURS) SAFEBASE PUSH PIER & EXTERNAL SLEEVE PER PLAN REF PLAN FOR LAYOUT & INSTALLATION REQ'S (N) PUSH PIER TO (E) FOUNDATION DETAIL SCALE: 1 "=1'—O" (E) WALL SHEATHING (E) INTERIOR GRADE (E) CONC FOOTING (CHIP FLUSH W/ STEMWALL AS REQ'D) FOUNDATION BRACKET PER PLAN ,--(E) WALL FRAMING r(E) FLOOR SHEATHING "(—(E) FLOOR FRAMING (PARALLEL AS OCCURS) —(E) WALL FRAMING (E) INTERIOR SURFACES �(' A111111 — Al rlrllll'1� EXPIRES: 12/24/24 DIRECT INJECTION POLYURETHANE PER PLAN ` -- SAFEBASE PUSH PIER & REF PLAN FOR LAYOUT & INSTALLATION REQ'S EXTERNAL SLEEVE PER PLAN (N) PUSH PIER TO (E) FOUNDATION DETAIL SCALE: 1 "=1'—O" SFA Design Group, LLs STRUCTURAL ENGINEERING p: 15031811.8311 www.... vi U Z Lu oC U Z L L O N Z O L00 cn IIr I-- rn Z < Q Leo Z��R•)�OC E) V G pZ o Lu LL Z L Lu �0 Q DETAILS [REVISIONS 1 PROJECT NO: M FR24-103 DESIGNED BY: BM DRAWN BY: BM CHECKED BY: JLD DATE: 05.24.2024 SHEET NO: S4.2 ' N MAIN TUBE PER GENERAL NOTES 2500 PSI CONC INFILL L (UNDERPOUR & ROD TO REMOVE AIR POCKETS) (E) INT SLAB ON GRADE d e .4 . °' ° � d (E) FLOOR SHEATHING (E) FLOOR FRAMING \\\,-HSS BEAM PER PLAN BEAM CRADLE OR BEAM SPLICE PER GENERAL NOTES THREADED ROD PER GENERAL NOTES THREADED CAP PER GENERAL NOTES STABILIZER TUBE PER GENERAL NOTES STABILIZER BASE PER GENERAL NOTES W/ %"Ox8" EMBED ANCHOR BOLT . 'ad .° . Q,. °' °O a c 4 �° a a-1 II I cc _ ° o ° ° a ° d —I 4" MIN °4 775 j= TYP QT� II 3" CLR TYP SIZE & REINF NOTES: 1. REF PLAN FOR LAYOUT & INSTALLATION REQ'S 2. INSTALL PER MFR RECOMMENDATIONS STABILIZER IN BASEMENT SCALE: 1 "=1'-0" EXPIRES: 12/24/24 (E) FLOOR SHED G (E) FLOOR JOIST TYP STEEL BEAM SPLICE CONDITION (E) FLOOR SHE"T"'"'^ ISO 60y:1921"T■: II ILir-f�I IAAII/'AI TI Ir]IAI/l STEEL BEAM END CONDITION ,E) FLOOR 101ST TYP NOTE: REF 1/S4.3 FOR CALLOUTS IN COMMON (N) STABILIZER W/ SUPPLEMENTAL BEAM SCALE: 1 "=1'-0" sfa SFA Design Group, LLE si RuciuRA�E7 NE RNG p. (503)6d1A311 I ww sfatlq com CU z W oC CU z W W 0 0 N z 0Er;< W cn rn z Q Who z 0 0? w LL z >- W �U Q DETAILS [REVISIONS 1 PROJECT NO: MFR24-103 DESIGNED BY: BM DRAWN BY: BM CHECKED BY: JLD DATE: 05.24.2024 SHEET NO: S4.3 EXPIRES: 12/24/24 (E) POST PER PLAN (4) VERT #4 TYP SIMP ABU POST BASE W/ %"Ox8" EMBED 3" CLR ANCHOR BOLT TYP #4 TIES AT 2" OC ° ' ° IN TOP 6" AND 12" (E) CONC SLAB a OC FOR REMAINDER ON GRADE (E) EXTERIOR GRADE _ o ° SECTION A —A �-III—III—I :" ° il,;,lllllllll- a °° . III 4I��--. 44 '=1II a°° °a �d °II, z L ' ° a � d ° CONC PILE CAP ° ° (f'c=2500PSI) ° d U ° ° d ° COMPETENT 'I i �' ' NATIVE SOIL NEW CONSTRUCTION BRACKET PER PLAN SAFEBASE PIN PILE W/ NCB BRACKET PER PLAN (E) POST TO CONC PILE CAP & PIN PILE DETAIL SCALE: 1 "=1'-0" sfa SFA Design Group, LLE si RuciuRA�E7 NE RNG p. (503)6d1A311 I ww sfatlq com CU z W oC C ) z W W C o N z O W cn °C � co rn z < Q Who z DSO O ? W LL z W_ `- �U CQ G DETAIL REVISIONS PROJECT NO: MFR24-103 DESIGNED BY: BM DRAWN BY: BM CHECKED BY: JLD DATE: 05.24.2024 SHEET NO: S4.4