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APPROVED BLD BLD2023-1271+Architectural_Plan+10.12.2023_8.43.33_AM+3836827GENERAL REQUIREMENTS REFER TO SUBSEQUENT PLAN AND DETAIL NOTES FOR VARIATIONS AND REQUIREMENTS SPECIFIC TO REFERENCED PROJECT. NOTES ON DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES. DESIGN CRITERIA BUILDING CODE CONFORMANCE (MEETS OR EXCEEDS REQUIREMENTS), 2018 INTERNATIONAL BUILDING CODE (IBC) 2018 INTERNATIONAL RESIDENTIAL CODE (IRC) 2018 WASHINGTON STATE BUILDING CODE 2018 WASHINGTON STATE RESIDENTIAL CODE DEAD LOADS: ROOF DEAD LOAD FLOOR DEAD LOAD DECK DEAD LOAD WOOD WALL DEAD LOAD INTERIOR WOOD WALL DEAD LOAD CONCRETE LIVE LOADS: ROOF SNOW LOAD DECK LIVE LOAD FLOOR LIVE LOAD (RESIDENTIAL) DEFLECTIONS: TOTAL LOAD DEFLECTION LIMIT LIVE LOAD DEFLECTION LIMIT REFERENCE STANDARDS: (`OKIPoRAA TO IR(` (WAPTPR 1 S2 "con C 2, P'ol wnATlnnlc" DESIGN SOIL VALUES: ALLOWABLE FOUNDATION PRESSURE (ASSUMED) SAFEBASE PUSH PIERS MATERIALS: BRACKET PLATES — ASTM A36 City Of Edmonds Building Department Work FOUNDATION REPAIR/STBILIZATION Address 750 NORTHSTREAM LN Owner KOVACIC Approved Date 10/30/2023 Building Official VGW.47�/=L`L VfK L/.L Permit Number gLD2023-1271 15 PSF 15 PSF 12 PSF ■M■M■M■M■M■M■M■ 12 PSF Special inspections for the 0 9 PSF 1 following: 1 150 PCF ■ 1. Project description (address, ■ 1 installation date,permit number) 1 ■ 2. Pile and bracket configuration ■ 1 3. Part description (product 1 25 PSF ■ manufacture, Bracket type, Pier ■ 60 PSF 1 type, pier outside diameter, pier 1 40 PSF ' wall thickness ; 1 4. Pier inclination, location, depth ■ and installation pressure ■ achieved. L/240 L/360 1 Please see sheet S1.2 for 1 ■ inspections. ■ EMEMEMEMEMEMEMEN (Welding for this project shall be conducted by a 1500 PSF `ABO certified welder. (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) SAFEBASE PUSH PIERS (CONT.) 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]. MINIMUM INSTALLATION DEPTH IS 10'-0" t 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 SPLICING: PILES ARE TO BE GRAVITY SPLICED WITH FITTING COUPLERS. BUILDING WEIGHT WILL ENSURE JOINTS DO NOT SEPARATE. HELICAL TIEBACKS 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: SQUARE SHAFT HELICAL TIEBACK INSTALLATION TORQUE (FT —LB): [DESIGN WORKING LOAD] X [FS = 2] / [EMPIRICAL TORQUE CORRELATION FACTOR, KT = 10 FT-1] MINIMUM INSTALLATION DEPTH IS 20'—O" f UNO. APPROVED ALL WORK SUBJECT NOTIFY ENGINEER IF MINIMUM INSTALLATION CONDITIONS CANNOT BE ACHIEVED. PLANS MUST BE TO FIELD ON JOB SITE INSPECTION FOR HELICAL PIER SPLICING: CODE COMPLIANCE HELICAL LEAD AND EXTENSIONS ARE TO BE MECHANICALLY SPLICED WITH GRADE 8 BOLTS WITH NUTS REVISIONS DATE - PAGES - CHANGES REV1 REV2 REV3 REV4 REV5 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: fBill I ILr@)so1 «aSIN13 DO NOT PLACE PIERS FROM ENGINEER THIS ZONE W/O DIRECTION CONTRACTOR TO NOTIFY FROM ENGINEER FOR IF (E) FOUNDATION CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS NO PIER PLACEMENT ZONE 1 SCALE: NTS "Ca-1 5FA Design Group, LLr STRUCTURAL ENGINEERING p: (50) W1-8311 www.siatlg.tan 0 Z z Z rr LU 0 J NO Z 20 W � C) v Z W rrz C) 00 V) O o W LO LLI U_ C) 0 GENERAL NOTES REVISIONS 1 Oct 13 2023 ITY OF EDMONDS l I DEPARTMENT J PROJECT NO: MFR23-192 DESIGNED BY: JB DRAWN BY: CAF CHECKED BY: JLD DATE: 10.09.2023 SHEET NO: S1.1 TESTING & INSPECTION CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER 2018 IBC SECTION 1810.4.12. THE SPECIAL INSPECTOR IS RESPONSIBLE FOR VERIFYING AND RECORDING THE FOLLOWING: • PROJECT DESCRIPTION (ADDRESS, INSTALLATION DATE, PERMIT NUMBER • PILE 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 PILE 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 MAX DEFLECTION AL (.10 DL MAX) 0 MIN. 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 TEST (SEE BELOW) 0.04 INCHES 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 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]. HELICAL TIE —BACK SHALL BE VERIFIED BY TORQUE CORRELATION AS FOLLOWS: [ULTIMATE INSTALLATION TORQUE] X [EMPIRICAL TORQUE CORRELATION FACTOR, KT = 10 FT-1] / [FS = 2] EXPIRES: 12/24/24 SAFEBASE STABILIZER SYSTEM INFO PART DESCRIPTION COMMENTS MIN YIELD STRESS, Fy MIN TENSILE STRESS, F. STEEL BEAM HSS PER PLAN — ASTM A500 GRADE C HD GALV PER ASTM A123 50 KSI 62 KSI ASTM A36 BENT R /16x11/2Hx31/2WxO'-3 /g"L W/ WELDED STEEL BEAM 58 KSI BEAM CRADLE 11/ "0x11/ " IPS SCH 40 ASTM A53 PIPE CONDITION 48 KSI HSS 3x3x1/4x1'—O" ASTM 500 GRADE B/C HD GALV PER ASTM 46 KSI 58 KSI BEAM SPLICE A123 W/ WELDED 11/4"Ox11/2" SCH 40 ASTM A53 PIPE 30 KSI 48 KSI 11/40"-7x12" ASTM A193 GRADE B7 THREADED ROD W/ THREADED ROD 11/40"-7 ASTM A194 GRADE 2H HEX NUT 75 KSI 125 KSI HSS 4x4x3/16x0'-4" ASTM A500 GRADE B/C HD GALV PER ASTM 46 KSI 58 KSI THREADED CAP A123 W/ WELDED R3/4x4x0'-4" ASTM A36 & 11/4"0-7 ASTM 194 36 KSI 58 KSI GRADE 2H HEX NUT ASTM A500, GRADE B/C HD GALV, PER ASTM A123 MAIN TUBE HSS 31/2x31/2x11GA 46 KSI 58 KSI V/4x6x0'-6" ASTM A36 W/ (2) HOLES W/ WELDED HSS 36 KSI 58 KSI BASE 4x4x3/1 xO'-2" ASTM 500 GRADE B/C HD GALV PER ASTM A123 46 KSI 58 KSI 3/16" HIGH DENSITY POLYETHYLENE SHELL (21 "SQ BASE) LIGHTFOOT 15 PCF POLYURETHANE (F'c=470-510 PSI) 3.375 KIPS MAX BASE 10 PCF POLYURETHANE (F'c=285-310 PSI) 3.5 PCF POLYURETHANE (F'c=55-60 PSI) 3/16" HIGH DENSITY POLYETHYLENE SHELL (27"SQ BASE) LIGHTFOOT XL 15 PCF POLYURETHANE (F'c=470-510 PSI) 6 KIPS MAX BASE 10 PCF POLYURETHANE (F'c=285-310 PSI) 3.5 PCF POLYURETHANE (F'c=55-60 PSI) NOTE: INSTALL PER MFR RECOMMENDATIONS sfa 5FA Design Group, LLr STRUCTURAL ENGINEERING p: (50) W1-8311 www.siatlg.tan 0 z_ z z_ O_ rr Lu 0 J NO Z 20 W � CU v Z H 0 W or z p 00 (!) o p W Lo Lu U_ CU Q O GENERAL NOTES REVISIONS 1 Oct 13 2023 ITY OF EDMONDS t I DEPARTMENT j PROJECT NO: MFR23-192 DESIGNED BY: JB DRAWN BY: CAF CHECKED BY: JLD DATE: l 10.09.2023 SHEET NO: S1.2 (E) FOUNDATION/(N) PIER & TIE -BACK 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 STEMWALL ON (E) CONC FOOTING (CONTRACTOR TO VERIFY 6"Wx1'-6"H (E) CONC STEMWALL AND 2'-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 WALL ON (E) CONC STEMWALL & (E) CONC FOOTING (CONTRACTOR TO VERIFY 6"WX1'-6"H (E) CONC STEMWALL AND 2'-2"WX6"DP (E) CONC FOOTING MIN TYP (NOTIFY ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER IN THE AREA OF WORK)) 5. \ j INDICATES (N) POLYURETHANE BACKFILL PER DETAIL 1/S4.3 ((1) TOTAL) 6. � X/SX.X SECTION CUT - DETAIL NUMBER/SHEET NUMBER 7. �-=1 INDICATES LOCATION OF SAFEBASE 288 PUSH PIER W/ LIGHT DUTY (OR SABERTOOTH LIGHT DUTY FOUNDATION BRACKET WHERE TIEBACK OCCURS) FOUNDATION BRACKET PER DETAILS ON S4.1 & S4.2 ((8) TOTAL) PUSH PIER INSTALLATION NOTES: • MAX LOAD TO ANCHOR = 7,154 LBS • 2.875"0 PIPE PILE W/ 0.165" THICK WALL • 3.5"Ox36" LONG PIPE SLEEVE W/ 0.220" WALL • MINIMUM 10'-0" INSTALLATION DEPTH • MINIMUM 2,000 PSI INSTALLATION PRESSURE • MINIMUM 1/4" FOUNDATION LIFT DURING INSTALLATION 8. --[&{ INDICATES TAT-150 HELICAL TIEBACK SYSTEM (INSTALL PERPENDICULAR TO STEMWALL) ((2) TOTAL) LATERAL HELICAL TIEBACK INSTALLATION NOTES: • DESIGN LOAD = 5,872 LBS • 1.5" SOLID SQUARE SHAFT TIEBACK INSTALLED AT A 30'f2' ANGLE FROM HORIZONTAL • 0.375 THICK 8/10" 0 HELIX W/ 0.25" FILLET WELDS EA SIDE OF HELIX TO PIPE PILE • MINIMUM 15-0" INSTALLATION DEPTH & 1,500 LB -FT INSTALLATION TORQUE 9. PIER SPACING SHALL BE AS INDICATED ON PLAN (6'-10" OC MAX) 10. MAX UNSUPPORTED FOUNDATION SPAN SHALL BE 4'-0" 11. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF (E) FOUNDATION CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS 12. USE/VERIFY ALL WOOD EXPOSED TO CONCRETE, WEATHER, GROUT OR WITHIN 6" OF FINISH GRADE SHALL BE PRESSURE -TREATED 13. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING 14. CONTRACTOR SHALL NOT REMOVE ANY (E) POSTS OR PRE -CAST FOOTINGS SUPPORTING THE (E) FLOOR FRAMING 15. ALL FASTENERS AND HARDWARE IN CONTACT W/ PT WOOD, CONCRETE OR MASONRY SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STEEL 16. FILL ALL VISIBLE CRACKS IN THE FOUNDATION WALL WITH HYDRAULIC CEMENT OR EPDXY 17. FILL GAP BETWEEN SILL R & STEMWALL W/ GROUT AS OCCURS (f'c = 2,000 PSI MIN) 18. ALL CONSTRUCTION MATERIALS IN THESE DOCUMENTS ARE (N) UNO (E) CRAWL I SPACE Il EXPIRES: 12/24/24 ffi i 22'-6" i 11'-O" 15'-6" 11'-8" -------®---- -- i \\ <& L "' L I I (E) WOOD I L----- ;- BEAM TYPE I I I L L----------� (E) BRICK CHIMNEY I I I I (E) CONC SLAB ON GRADE I I I I I I I I L t L6x6x%x3'-0"L TYP- I I I I lVl I I; . I ICI I�I I I I I (E) FOUNDATION/(N) PIER, TIE -BACK, & STABILIZER LAYOUT PLAN SCALE:3/32"=1'-0" 1'-6" 7'-0" 1�d_ I► LINE OF (E) DECK TYP I 1 Ll 1 S4.4 OPP 2 ,`/ , Q I /' TYP L I rn I 3 L`' 7 jcn 6'_o"_ 3'-01, 0ro sfa 5FA Design Group, LLr STRUCTURAL ENGINEERING p: (50) W1-8311 www.siatlg.tan 0 Z Z Z O_ rr Lu 0 J NO Z 20 W � CU v Z Ll cr z Q Oz O (n o p W � w U_ CU O (E) FOUNDATION/(N) PIER, TIE -BACK LAYOUT PLAN REVISIONS Oct 13 2023 ITY OF EDMONDS PE', F=6GPMENT DEPARTMENT PROJECT NO: MFR23-192 DESIGNED BY: JB DRAWN BY: CAF CHECKED BY: JLD DATE: 10.09.2023 SHEET NO: S2.1 PLAN (E) FOUNDATION/(N) 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 STEMWALL ON (E) CONC FOOTING (NOTIFY ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER IN THE AREA OF WORK) 4. INDICATES (E) WOOD WALL ON (E) CONC STEMWALL & (E) CONC FOOTING (NOTIFY ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER IN THE AREA OF WORK) 5. & SECTION CUT - DETAIL NUMBER/SHEET NUMBER X/SX.X 6. ® INDICATES LOCATION OF SAFEBASEMENT FLOOR STABILIZER W/ LIGHTFOOT STABILIZER BASE ((1) TOTAL) MAX LOAD TO STABILIZER = 2,318 LBS 7. *® INDICATES LOCATION OF SAFEBASEMENT FLOOR STABILIZER W/ BIGFOOT STABILIZER BASE ((2) TOTAL) MAX LOAD TO STABILIZER = 3,591 LBS 8, STABILIZER SPACING SHALL BE AS INDICATED ON PLAN 9. REPLACE "IN -KIND" ALL (E) WOOD MEMBERS (JOISTS, PURLINS, SUBPURLINS, SHEATHING, STUDS, WALL PLATES) WHICH SHOW SIGNS OF DRY ROT OR STRUCTURAL DAMAGE 10. CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING 11. CONTRACTOR SHALL NOT REMOVE ANY (E) POSTS OR PRE -CAST FOOTINGS SUPPORTING THE (E) FLOOR FRAMING 12. FILL ALL VISIBLE CRACKS IN THE FOUNDATION WALL WITH HYDRAULIC CEMENT OR EPDXY 13. ALL CONSTRUCTION MATERIALS IN THESE DOCUMENTS ARE (N) UNO (E) CRAWL I SPACE l 0 ro 0 0 CD �I CV 0 I CV m 22'-6" ----------------- I ly ■ I 1: ■ ■ I Ir I (E) WOOD 1 i_ BEAM TYPE EXPIRES: 12/24/24 15'-6" ! 11'-8" I LINE OF (E) DECK TYP I oC \ I I I 1 2'-6 IrlL— L ■ ®— HSS 5x3x1/4 DB TYF L — — — — — — — — — — 7 (E) BRICK ,:.. • •- I CHIMNEY TYP ---------� � Lli 1 S4 (E) CONC SLAB ON GRADE I I I I I I I I J (E) FOUNDATION/(N) STABILIZER LAYOUT PLAN SCALE:3/32"=1'-0" I 9fa 5FA Design Group, LLr STRUCTURAL ENGINEERING p: (50) W1-8311 www.siatlg.tan V z_ z z_ O_ rr Lu 0 J NO z 20 W � CU v z Ll oC z Q Oz O (!) o p W Lo Lu U_ CU O (E) FOUNDATION/(N) STABILIZER LAYOUT PLAN REVISIONS , Oct 13 2023 ITY OF EDMONDS l I DEPARTMENT J PROJECT NO: MFR23-192 DESIGNED BY: JB DRAWN BY: CAF CHECKED BY: JLD DATE: 10.09.2023 SHEET NO: S2.2 PLAN 3 S4.1 OPP q/HOLES/ © _ T/g"0 HOLE TYP ---- ::::3 / v LINE OF \ 3%" LE SYMMETRY 0 HO 5 BEYOND ' I 3 S4.1 SB-LD BRACKET - TOP 1" 7/8"0 HOLE TYP TYP �-/R/PIPE/HOLES + EA SIDE OF R \-31/2"ox0.31"x0'-1/2" 3/16 1-2 1 PIPE EA SIDE OF R 1 S4.1 LINE OF _ SYMMETRY NOTES: REF 1 /S4.1 FOR MATERIALS LIST SB-LD BRACKET - FRONT 9/16 0 HOLE TYP BEYOND'? r7 SCALE: 11/2"=1 '-0" SAFEBASE-LD FOUNDATION BRACKET MATERIALS LIST ITEM # PART DESCRIPTION DIMENSIONS GRADE 1 MAIN R R3/4x5x0'-93/4" A36 2 SEAT R R1/4x10x0'-10" A36 3 BACK R V/4x7x0'-10" A36 4 TOP R R3/4x4x0'-81/2" A36 5 STRAP BENT f 3%x3x2'—O" A36 6 MAIN TUBE * PIPE 4" OX0.1 88X0'-9" A500 7 ALL THREADED RODS (2x) 3/4"ox1'-0" A193 8 THREADED HEX NUTS (4x) — A193 9 PUSH PIER SHAFT * PIPE 2.875"OxO.188x4'-0" A500 10 PUSH PIER EXTERNAL SLEEVE ** PIPE 3.5"Ox0.220x3'—O" A500 11 CONNECTOR * PIPE 2.5"OXD.188X0'-6" A500 12 j FRICTION REDUCER * PIPE 3"OX0.188xO'-1" A53 * DIMENSIONS GIVEN AS OUTER DIAMETER x WALL THICKNESS x LENGTH ** EXTERNAL SLEEVE ALSO AVAILABLE IN 48" LENGTH / 10 NOTES: REF 1 /S4.1 FOR MATERIALS LIST SB-LD BRACKET - SIDE SCALE: 11/2"=1'—O" 1Z 0 �r cn EXPIRES: 12/24/24 SCALE: 11/2"=1'—O" LINE OF C\/L I L I r•Tr1\/ "0 HOLE NOTES: REF 1/S4.1 FOR MATERIALS LIST SB-LD BRACKET - BACK SCALE: 11/2"=1'—O" 1 sfa 5FA Design Group, LLr STRUCTURAL ENGINEERING p: 15W) W1-8311 www.siatlg.tan z_ z z_ rr Lu 0 J NO Z 20 W � CU v z H 0 W or z Q Oz O (n o p W Lo Lu U_ CU Q O BRACKET DETAILS REVISIONS Oct 13 2023 ITY OF EDMONDS DEPARTMENT PROJECT NO: MFR23-192 DESIGNED BY: JB DRAWN BY: CAF CHECKED BY: JLD DATE: 10.09.2023 SHEET NO: S4.1 3 S4.2 OPP N �/HOLES/ BEYOND TYP _ 1/ 21/ " 4 2 �,P 9 1 1 BEYOND TYP /4 1 /2 AL 3 S4.2 S B-ST-LD BRACKET - TOP 1 „ TYP 3 7/8"0 HOLE TYP �-/R/PIPE/HOLES A�- - %-.11 1 S4.2 LINE OF _ YMMETRY BEYOND 16 0 HOLE rP 4 NOTE: REF 1 /S4.1 FOR MATERIALS LIST SB-ST-LD BRACKET - FRONT SCALE: 1 1/2"=1 '-0" 1/4 2„ BEYOND LINE OF SYMMETRY n7i BEYOND BEYOND ' GAP LEFT NEAR HOLE IN MAIN R 1/4 2" LENGTH BACK AND 11/2 FRONT 1/4 V 3„ SAFE BASE-SABERTOOTH-LD FOUNDATION BRACKET MATERIALS LIST ITEM # PART DESCRIPTION DIMENSIONS GRADE 1 THREADED ROD 3/4-10x12" A193 GRADE B7 2 HEX NUTS 3/4-10 HEX A193 GRADE B7 3 CAP R1x81/2x4 A36 4 MAIN R V/4x93/4x5" A36 5 ANGLER U.171x10" A572 GRADE 50 6 MAIN TUBE 4"OxO.188XO'-10" A500 GRADE B/C 7 STIFFENER R0.171 x81/2x41/4" A572 GRADE 50 8 EAR PLATES R0.171 x 10.8x 13.7" A572 GRADE 50 9 LOW R R1/2x7.2x5.3" A36 1 S4.2 1/4 101/21,l NO WELD \ NEAR HOLE 1/4 101/2 IN BENT R 1/4 3» ' 1/4 3„ NOTE: REF 1 /S4.1 FOR MATERIALS LIST SB-ST-LD BRACKET - SIDE SCALE: 11/2"=1'-O" EXPIRES: 12/24/24 11/2„=1 '-0„ S4.2 SCALE: _ LINE OF SYMMETRY 0 N �1 M 1/4 2„ 1/4 2„ 1/ 21/ „ TYP 4 2 1/4 21/2„ 1/4 V311 1/16 0 HOLE TYP NOTE: REF 1/S4.1 FOR MATERIALS LIST S B-ST-LD BRACKET - BACK J SCALE: 11/2"=1'-O" sfa 5FA Design Group, LLr STRUCTURAL ENGINEERING p: (50)W1-8311 wwwniatlg— V z_ z z_ 0- rr Lu 0 J NO Z 20 W � CU v z H 0 W or z p 00 (n O W Lo Lu U_ CU O BRACKET DETAILS [REVISIONS 1 Oct 13 2023 ITY OF EDMONDS PE F=6GPPAF=PjmF8F=R'AGF= DEPARTMENT PROJECT NO: MFR23-192 DESIGNED BY: JB DRAWN BY: CAF CHECKED BY: JLD DATE: 10.09.2023 SHEET NO: S4.2 (E) FLOOR SHEATHING (E) FLOOR FRAMING TYP (E) FLOOR BEAM TYP HSS DROPPED BEAM PER PLAN & GENERAL NOTES BEAM CRADLE PER GENERAL NOTES THREADED ROD PER GENERAL NOTES THREADED CAP PER GENERAL NOTES MAIN TUBE PER GENERAL NOTES BASER PER GENERAL NOTES SATBILIZER BASE PER PLAN & GENERAL NOTES (E) INTERIOR GRADE NOTES: 1. REF PLAN FOR LAYOUT & INSTALLATION REQ'S 2. INSTALL PER MFR RECOMMENDATIONS SAFEBASE STABILIZER IN CRAWLSPACE SCALE: 1 "=1 '-O" (E) FLOOR SHEATHING T-/MECHANICAL TUBING HSS DR BEAM P STEEL BEAM END (E) FLOOR SHF"T"'"In HSS DROF BEAM PER EXPIRES: 12/24/24 DOR JOIST DOR BEAM TYP OOR JOIST OOR BEAM TYP )RILLING STEEL ;S BEAM NOTE: STEEL BEAM SPLICE REF 1/S4.3 FOR CALLOUTS IN COMMON (N) STABILIZER W/ SUPPLEMENTAL BEAM SCALE: 1 "=1'-0" SFA Design Group, LLr_ STRUCTURAL ENGINEERING p: !)141-8311 wxw.5letlq.tom z z z_ 0- rr Lu 0 J 0 Z W U U� z T- U) Lu z Q Oz O Cn 00 W Io w r ~ U_ U Q O STABILIZER DETAILS (REVISIONS , Oct 13 2023 ITY OF EDMONDS DEPARTMENT PROJECT NO: M FR23-192 DESIGNED BY: JB DRAWN BY: CAF CHECKED BY: JLD DATE: 10.09.2023 SHEET NO: S4.3 (E) EXTERIOR SURFACES (SAWCUT AS REQ'D) ((E) EXTERIOR GRADE AS OCCURS) — (E) WALL SHEATHING (E) DECKING AS OCCURS '--(E) DECK FRAMING AS OCCURS DIRECT INJECTION POLYURETHANE PER PLAN SABERTOOTH SAFEBASE' FOUNDATION BRACKET PER PLAN SABERTOOTH SAFEBASE PIER BRACKET ADAPTER ASSEMBLY — v (E) WALL FRAMING (E) FLOOR SHEATHING (E) FLOOR FRAMING as �_ (PARALLEL AS OCCURS) y d (E) CONIC WALL (E) INTERIOR GRADE C .° O e� �° II III III III III- r SAFEBASE PUSH PIER & EXTERNAL SLEEVE PER PLAN NOTE: REF PLAN FOR LAYOUT & INSTALLATION REQ'S (N) HELICAL PIER TO (E) FOUNDATION DETAIL (E) CONIC FOOTING (CHIP FLUSH W/ STEMWALL AS REQ'D) STEEL ANGLE PER PLAN (2) Y4-10 ASTM A193 B7 YZxREQ'D ZINC PLATED THREADED RODS W/ (4) ASTM A194 Y4-10 2H ZINC PLATED NUTS SAFEBASE THREADED ADAPTER LATERAL HELICAL PIER PER PLAN HORIZONTAL EXPIRES: 12/24/24 SCALE: 1 "=1 '-O" sfa 5FA Design Group, LLr STRUCTURAL ENGINEERING p: (50) W1-8311 www.siatlg.tan 0 z_ z z_ O_ rr Lu 0 J NO Z 20 < CU v Z H 0 W or z Q Oz O (n o p W Lo Lu U_ CU Q O PUSH PIER & TIE -BACK DETAIL [REVISIONS 1 ct 13 2023 ITY OF EDMONDS DEPARTMENT PROJECT NO: MFR23-192 DESIGNED BY: JB DRAWN BY: CAF CHECKED BY: JLD DATE: 10.09.2023 SHEET NO: S4.4 (E) WALL SHEATHING (E) DECKING AS OCCURS DIRECT INJECTION POLYURETHANE PER PLAN (E) WALL FRAMING (E) FLOOR SHEATHING (E) FLOOR FRAMING (PARALLEL AS OCCURS) —(E) CONC STEMWALL r-(E) INTERIOR GRADE ---(E) CONC FOOTING I1 (CHIP FLUSH W/ -I I I- STEMWALL AS REQ'D) I I- =1II�STEEL ANGLE IEF LEDGER PER PLAN FOUNDATION BRACKET PER PLAN SAFEBASE PUSH PIER & EXTERNAL SLEEVE PER PLAN NOTE: REF PLAN FOR LAYOUT & INSTALLATION REQ'S (N) PUSH PIER TO (E) FOUNDATION DETAIL SCALE: 1 "=1'-0" EXPIRES: 12/24/24 "Ca-, 5FA Design Group, LLr STRUCTURAL ENGINEERING p: (50) W1-8311 www.siatlg.tan V z_ z z_ rr Lu 0 J NO Z 20 W � CU v Z H 0 W or z Q Oz O (n o p W Lo Lu rr U_ CU Q O PUSH PIER DETAIL REVISIONS , Oct 13 2023 ITY OF EDMONDS PE F=6GPPAF=PjmF8F=R'AGF= DEPARTMENT PROJECT NO: MFR23-192 DESIGNED BY: JB DRAWN BY: CAF CHECKED BY: JLD DATE: 10.09.2023 SHEET NO: S4.5