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APPROVED BLD PLN BLD2022-0133+Architectural_Plan+2.2.2022_8.49.09_AM+2656170GENERAL 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 BUILDING CODE 2018 WASHINGTON RESIDENTIAL CODE DEAD LOADS: ROOF DEAD LOAD FLOOR DEAD LOAD DECK DEAD LOAD WOOD WALL DEAD LOAD INTERIOR WOOD WALL DEAD LOAD CONCRETE DEAD LOAD LIVE LOADS: ROOF SNOW LOAD DECK LIVE LOAD FLOOR LIVE LOAD (RESIDENTIAL) PUSH PIERS MATERIALS: BRACKET PLATES - ASTM A36 15 PSF 15 PSF 12 PSF 12 PSF 9 PSF 150 PCF -------------------- - - - - - r ROOF SNOW LOAD 25 PSF ' 20 PSF ' NON REDUCIBLE. ECDC 60 PSF ! 19.05.020 40 PSF '-------------------------- (MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) PIER TUBES - ASTM A500 GRADE B OR C (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 55 KSI) EXTERNAL SLEEVE - ASTM A500 GRADE B (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 62 KSI) PIER CAP - ASTM A529 GRADE 50 (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 65 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) 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]. MINIMUM INSTALLATION DEPTH IS 10'-O" t UNO. NOTIFY ENGINEER IF MINIMUM INSTALLATION CONDITIONS CANNOT BE ACHIEVED. PUSH PIERS (CONT. 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. ;TESTING &INSPECTION -------------------------------------- - - -� EXPIRES: 12/24/22 CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER 2 S IBC SECTION ! 1810.4.12. THE SPECIAL INSPECTOR IS RESPONSIBLE FOR VERIFYING AND RECORDING THE FOLLOWING: RECEIVED ' 2/7/2022 ' • PROJECT DESCRIPTION (ADDRESS, INSTALLATION DATE, PERMIT NUMBER ' • PILE AND BRACKET CONFIGURATION CITY OF EDMONDS ' • PART DESCRIPTION (PRODUCT MANUFACTURER, BRACKET TYPE, PIER TYPE, PIER OUTSIDE I SERVICESLOPMENT DEPARTMENT ' 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 1.00 DL UNTIL UNTIL STABLE STABLE ' 1.25 DL UNTIL STABLE ! APPROVED 1.50 DL HOLD FOR CREEP TEST (SEE BELOW) 0.04 PLANS MUST BE INCHES ! ON JOB SITE 1.25 DL UNTIL STABLE ' sfa 5FA Design Group, LLr '.Z. ORcIELivermore,fCA Seattle, WAI p: I503I 91.8311 wwx..W9.— 1.00 DL UNTIL STABLE 0.75 DL UNTIL STABLE 0.50 DL UNTIL STABLE City of Edmonds GENERAL NOTES 0.25 I DL UNTIL STABLE ! Building Department ' LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 I INCHES WITHIN ; APPROVED Plans ' 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 ALL WORK SUBJECT 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 TO FIELD ' CUAI I DC DI r)TTEr1 IC TUC' !`DEED DATE' IC I ECC TUANI n non IAIrIUC'C DETUIEEf,I r- ANIf1 r_0 INICDCf—rinKI CnD MINUTES, THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL. CODE COMPLIANCE PUSH PIER TEST PRESSURE (PSI)_ DESIGN LOADl X 1_5, -[AREA OF HYDRAULIC_ RAM ' SPECIAL INSPECTION REQUIRED FOR THE FOLLOWING: X_ Underpinning Bracket Installation X_ Push Pier assembly & Installation X_ Bearing Plate Installation X_ Tie Back Anchor Installation ■ X_ Soils ■ City Of Edmonds Building Department Work FOUNDATION REPAIR Address 8822 216TH ST SW Owner MILLER Approved Date 03/02/2022 Building Official /re ;r'600'wd' 6& Permit Number BLD2022-0133 PROJECT NO: MFR21-201 DESIGNED BY: IL DRAWN BY: IL CHECKED BY: JLD DATE: l 01.24.2022 SHEET NO: S1.1 SAFEBASE 2.5 STRUCTURAL LIFTING FOAM MATERIAL PROPERTIES: • VISCOSITY OF RESIN AT 77°F: "A" 200 f 50 Cps "B" 550 f 50 Cps • SPECIFIC GRAVITY AT 25°: "A" 1.24 YmI "B" 1.05 Ymi • MIXING RATION, % BY VOLUME: "A" 50 "B" 50 • COLOR: "A" AMBER "B" LIGHT YELLOW • SHELF LIFE OF SYSTEM: 12 MONTHS TYPICAL REACTION PROPERTIES • CREAM TIME AT 77°F • RISE TIME AT 77°F • CREAM TIME AT 150°F • RISE TIME AT 150°F TYPICAL PHYSICAL PROPERTIES CLOSED CELL CONTENT: DENSITY (FREE RISE CORE) DENSITY (IN PLACE) COMPRESSIVE (FREE RISE) COMPRESSIVE (IN PLACE) f 6 SECONDS f 12 SECONDS f 2 SECONDS t 12 SECONDS >90% f 2.3 — 2.5 LBS/FT-3 f 3.0 — 5.0 LBS/FT-3 f 35 PSI t 60 — 75 PSI SAFEBASE STRUCTURAL LIFTING FOAMS ARE MOST OFTEN USED BENEATH EXTERIOR CONCRETE SIDEWALK AND PAVEMENT SECTIONS FOR STABILIZATION OR RELEVELING, BUT ARE ALSO UTILIZED FOR INTERIOR WORK AND OTHER SPECIALTY APPLICATIONS. SAFEBASE STRUCTURAL LIFTING FOAM FOAM IS OFTEN CONSIDERED AS AN ALTERNATIVE TO MUDJACKING OR REMOVAL AND REPLACEMENT. SETTLEMENT OF RESIDENTIAL SLABS IS TYPICALLY THE RESULT OF CONSOLIDATION OF POORLY COMPACTED FILL SOILS AROUND FOUNDATIONS AND WITHIN UTILITY TRENCHES, SOFTENING OF WEAK NATIVE SOILS AND FILL DUE TO INCREASES IN MOISTURE CONTENT, AND EROSION OR WASHOUT CONDITIONS RESULTING FROM POOR DRAINAGE. CRACKED SLABS, FAULTING BETWEEN SLAB SECTIONS, AND/OR OTHER OBVIOUS DOWNWARD VERTICAL MOVEMENT ARE TYPICALLY THE FIRST OBSERVABLE SYMPTOMS OF SETTLEMENT FROM THE SURFACE, THOUGH VOIDS MAY ALSO BE PRESENT BELOW AS RIGID SLABS CAN SPAN BETWEEN SUPPORT POINTS. WHEN VOIDS ARE PRESENT, USING INERT, HYDROPHOBIC SAFEBASE STRUCTURAL LIFTING FOAM EXPANDING FOAM ALLOWS FOR UNDERSEALING OF THE REGION, PREVENTING ANY FURTHER WASHOUT AND ACTING TO AGAIN PROVIDE UNIFORM SUPPORT TO THE BRIDGED CONCRETE. WHEN SLABS HAVE SETTLED, WITH OR WITHOUT THE PRESENCE OF VOIDS, FOAM CAN BE INJECTED TO CREATE LIFT WITHOUT ADDING SIGNIFICANT WEIGHT TO THE UNDERLYING SOIL. SAFEBASE STRUCTURAL LIFTING FOAM IS INSTALLED WITH CUSTOM—BUILT INSTALLATION RIGS AVAILABLE AS TRUCK —MOUNTED OR TRAILER UNITS. THE BASIC COMPONENTS OF THE SYSTEM INCLUDE MATERIAL STORAGE TANKS, A GENERATOR, AN AIR COMPRESSOR, PUMPS, A PROPORTIONER, AND APPLICATOR(S)/ GUN(S). THE PROPORTIONER INCLUDES A MATERIAL HEATER, PRESSURE REGULATOR, STROKE COUNTER, AND INSULATED AND HEATED HOSES. THIS ENSURES THAT THE TWO PARTS ARE DELIVERED TO THE APPLICATOR AT A CONSISTENT PRESSURE AND TEMPERATURE. SAFEBASE 2.5 STRUCTURAL LIFTING FOAM (CONT.) INSTALLATION SEQUENCE THE FOLLOWING INSTALLATION STEPS PROVIDE A BROAD OVERVIEW OF SAFEBASE 2.5 STRUCTURAL LIFTING FOAM INJECTION BENEATH A CONCRETE SLAB OR PAVEMENT. INTERMEDIATE STEPS, INSTALLATION EQUIPMENT AND TOOLS USED, AND CONSIDERATIONS FOR UNUSUAL CONDITIONS OR APPLICATIONS ARE NOT ADDRESSED. STEP 1: ACCESS/APPLICATION HOLES ARE DRILLED (%"0) AT STRATEGIC LOCATIONS IN THE SLAB. IN GENERAL, THE HOLES ARE SPACED 5 FEET APART AND 3 FEET FROM THE EDGES OF THE SLAB. LOCATIONS AND SPACING ARE OFTEN MODIFIED IN THE FIELD TO ACHIEVE THE DESIRED RESULT. STEP 2: INJECTION PORTS ARE PLACED TO SEAL THE HOLES. STEP 3: SAFEBASE STRUCTURAL LIFTING FOAM IS INJECTED TO FILL VOIDS AND ALLOW FOR LIFTING. LIFT MAY BE MONITORED WITH SURVEY EQUIPMENT OR STRING LINES. STEP 4: THE INJECTION PORTS ARE REMOVED AND THE HOLES ARE PATCHED WITH MORTAR MIX, NEXUSPRO SILICONE JOINT SEALANT, OR EPDXY SEALANT. EXPIRES: 12/24/22 SAFEBASE CRAWLSPACE STABILIZER SYSTEM INFO PART DESCRIPTION COMMENTS MIN YIELD MIN TENSILESTRESS, Fy STRESS, Fu ASTM A500 GRADE B/C HD GALV, PER ASTM A123, STEEL BEAM HSS 5x3x1/4"x'L' TUBE 50 KSI 65 KSI TOP PLATE ASTM A36 V/2x6x0'-6" W/ (4) %" 0 HOLES WELDED TO WOOD BEAM 36 KSI 58 KSI TP—A 1"ox11/2" IPS ASTM F1083 SCHEDULE 40 PIPE CONDITION 30 KSI 48 KSI ASTM A36 0.1875" BENT CAPTURE 36 KSI 58 KSI BEAM CRADLE ASTM A572 GRADE 50 `3/4x11/2x0'-31/2" STEEL BEAM 50 KSI 65 KSI TP—B ASTM A53 GRADE B 1.66"0x 1/4xl/g 3"L CONFINING RING CONDITION 35 KSI 60 KSI THREADED ASTM A193 GRADE B7 11/4"Oxl'-0" THREADED ROD W/ ROD 11/4"-7 ASTM A194 GRADE 2 HEX NUT 75 KSI 125 KSI THREADED ASTM A500 GRADE B/C HD GALV, PER ASTM A123, HSS 4x4x3/16 50 KSI 65 KSI CAP ASTM A36 V/4x4x0'-4" W/ 11/4-7 HEAVY HEX NUT 36 KSI 58 KSI ASTM A500 GRADE B/C HD GALV, PER ASTM A123, MAIN TUBE HSS 31/2x31/2xl 1 GAx'L' SQUARE TUBE 50 KSI 65 KSI ASTM A500 GRADE B/C HD GALV, PER ASTM A123, HSS 50 KSI 65 KSI BASE PLATE 4x4x3/16x2" WELDED TO ASTM A36 V/4x6x0'-6" 36 KSI 58 KSI LIGHTFOOT 1/16 HIGH DENSITY POLYETHYLENE SHELL (21"x21" BASE) STABILIZER 15 PCF POLYURETHANE (f'c=470-510 PSI) 3.375 KIP MAX ECEIVEDI BASE 10 PCF POLYURETHANE f'c=285-310 PSI 3.5 PCF POLYURETHANE (f'c=55-60 PSI) 2/7/2022 LIGHTFOOT XL 3/16 HIGH DENSITY POLYETHYLENE SHELL (27"x27" BASE) CITY OFEDMONDS STABILIZER 15 PCF POLYURETHANE (f'c=470-510 PSI) S DEVELOPMENT RVICES DEPARTMEN BASE 10 PCF POLYURETHANE (f'c=285-310 PSI) 6 KIP MAX 3.5 PCF POLYURETHANE (f'c=55-60 PSI) m"fa SFA Design Group, LLL Portland, ORcl' Livermore,' CAI SeaIN-ttle, WA I p: (583( "1.8311 www.sfatlg.com U U J Z J z Q O_ Lu Lu c� Q N ZZLu w00 O OC Q L1LJ Q U=o Z w co 0 — N O �0 w LL � 00 Lu Er � J Q J m GENERAL NOTES REVISIONS Al 02-02-2022 PROJECT NO: M FR21-201 DESIGNED BY: IL DRAWN BY: IL CHECKED BY: JLD DATE: 01.24.2022 SHEET NO: S1.2 NOTE: INSTALL PER MFR RECOMMENDATIONS CAST -IN -PLACE CONCRETE REFERENCE STANDARDS: CONFORM TO: (1) ALL CONCRETE SHALL BE MIXED AND PLACED IN ACCORDANCE WITH ACI 318-14. (2) ACI 301-16 "SPECIFICATIONS FOR STRUCTURAL CONCRETE". (3) CBC CHAPTER 19 "CONCRETE". FIELD REFERENCE: KEEP IN CONTRACTOR'S FIELD OFFICE A COPY OF ACI FIELD REFERENCE MANUAL, SP-15(10), "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE (ACI 301) WITH SELECTED ACI AND ASTM REFERENCES". CONCRETE MIXTURES: CONFORM TO ACI 301 SEC 4 "CONCRETE MIXTURES". MATERIALS: CONFORM TO ACI 301 SEC 4.2.1 "MATERIALS" FOR REQUIREMENTS FOR CEMENTITIOUS MATERIALS, AGGREGATES, MIXING WATER AND ADMIXTURES. SUBMITTALS: PROVIDE ALL SUBMITTALS REQUIRED BY ACI 301 SEC 4.1.2. SUBMIT MIX DESIGNS FOR EACH MIX IN THE TABLE BELOW. TABLE OF MIX DESIGN REQUIREMENTS MEMBER TYPE LOCATION STRENGTH MAX MAX AIR TEST AGE AGGR. W/C CONT. (PSI) (DAYS) (INCH) RATIO (%) FOUNDATIONS RESIDENTIAL 2,500 28 1 -- -- FORMWORK: CONFORM TO ACI 301 SEC 2 "FORMWORK AND FORM ACCESSORIES". REMOVAL OF FORMS SHALL CONFORM TO SEC 2.3.2 EXCEPT STRENGTH INDICATED IN SEC 2.3.2.5 SHALL BE 0.75 F'C. MEASURING, MIXING, AND DELIVERY: CONFORM TO ACI 301 SEC 4.3. HANDLING, PLACING, CONSTRUCTING AND CURING: CONFORM TO ACI 301 SEC 5. EMBEDDED ITEMS: POSITION AND SECURE IN PLACE EXPANSION JOINT MATERIAL, ANCHORS AND OTHER STRUCTURAL AND NON—STRUCTURAL EMBEDDED ITEMS BEFORE PLACING IN CONCRETE. CONTRACTOR SHALL REFER TO MECHANICAL, ELECTRICAL, PLUMBING, ARCHITECTURAL DRAWINGS AND COORDINATE FOR OTHER EMBEDDED ITEMS. REQUIRED STRUCTURAL SPECIAL INSPECTIONS SYSTEM INSPECTION CBC CODE CODE or STANDARD FREQUENCY or REMARKS MATERIAL REFERENCE I REFERENCE Continuous Periodic CONCRETE TABLE VERIFYING USE 1904.1 ACI 318: OF REQUIRED 1904.2 CHAPTER 19, 26.4.4, X MIX DESIGN(S) 1908.2 26.4.4 1908.3 TABLE CONCRETE PLACEMENT 1908.6 1908.7 ACI 318: 26.5 X 1908.8 CARBON ARMOR WALL REINFORCEMENT SYSTEM • TENSILE STRENGTH: DESIGN VALUE = 98 KSI • TENSILE MODULUS: 9,150 KSI • EFFECTIVE PLY THICKNESS: 0.065 INCHES • STRAP WIDTH: 7.25 INCHES • ARMORLOCK STRAP WIDTH: 3.00 INCHES SATURANT EPDXY: • TENSILE STRENGTH: 9-10 KSI • TENSILE MODULUS 441.7 KSI • ELONGATION AT BREAK %: 1.07% • FLEXURAL STRENGTH: 417.1 KSI VICINITY MAP SCALE: NTS lIr_ " EXPIRES: 12/24/22 sfa 5FA Design Group, LLr 111,11LPortland, ORcl'Livermore,'CA Seattle, WAI p:(503)91.8311 www.sfadg.com U0 J Z J z W Er W3:(0 0 C/) N Z Z w 00, O OC Q W�� Q 0 Z Z L u C° O Z) 0 N C) 0 u) � W LL W 00 >_ rr W tr > W � Q J J m GENERAL NOTES REVISIONS 0 1 02-02-2022 PROJECT NO: MFR21-201 DESIGNED BY: IL DRAWN BY: IL CHECKED BY: JLD DATE: 01.24.2022 RECEIVED 2/7/2022 SHEET NO: CITY OF EDMONDS S1.3 DEVELOPMENT SERVICES DEPARTMENT CONCRETE REINFORCEMENT REFERENCE STANDARDS: CONFORM TO: • ACI 301-14 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE", SECTION 3 "REINFORCEMENT AND REINFORCEMENT SUPPORTS". • ACI SP-66 "ACI DETAILING MANUAL" INCLUDING ACI 315-99 "DETAILS AND DETAILING OF CONCRETE REINFORCEMENT". • CRSI MSP-1 "MANUAL OF STANDARD PRACTICE". • ANSI/AWS D1.4 "STRUCTURAL WELDING CODE - REINFORCING STEEL". • IBC CHAPTER 19, "CONCRETE". • ACI 318-14 AND ACI 318R-14. SUBMITTALS: CONFORM TO AC1301 SEC 3.1.1 "SUBMITTALS DATA AND DRAWINGS". SUBMIT PLACING DRAWINGS SHOWING FABRICATION DIMENSIONS AND LOCATIONS FOR PLACEMENT OF REINFORCEMENT AND REINFORCEMENT SUPPORTS. MATERIALS: REINFORCING BARS ASTM A615, GRADE 60, DEFORMED BARS FABRICATION: CONFORM TO: • ACI 301,SEC 3.2.2 "FABRICATION". • ACI SP-66 "ACI DETAILING MANUAL". WELDING: BARS SHALL NOT BE WELDED UNLESS AUTHORIZED. WHEN AUTHORIZED, CONFORM TO ACI 301, SEC 3.2.2.2 "WELDING" AND PROVIDE ASTM A706, GRADE 60 REINFORCEMENT. PLACING: CONFORM TO ACI 301, SEC 3.3.2 "PLACEMENT". PLACING TOLERANCES HALL CONFORM TO IBC SEC 1907.5, "PLACING REINFORCEMENT". CONCRETE COVER: CONFORM TO THE FOLLOWING COVER REQUIREMENTS FROM IBC SEC 1907.7 AND ACI 301, TABLE 3.3.2.3: CONCRETE CAST AGAINST EARTH 3" CLR CONCRETE EXPOSED TO EARTH OR WEATHER 11/2" CLR /I\ DO NOT PLACE PIERS LVIVL YY/ V VII\Lli I1VIV \ / FROM ENGINEER AI NO PIER PLACEMENT ZONE DO NOT PLACE PIERS THIS ZONE W/O DIRECTION FROM ENGINEER CONTRACTOR TO NOTIFY 11----EOR IF (E) FOUNDATION CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS SCALE: NTS EXPIRES: 12/24/22 Al ­ RortlandROR`IELivermore,fCA Seattle, WAI p: 15031"1.8311 .—fmg.w. U U J Z J z Q 0- Lu Lu Q N Z ZLu LuO5 05 O OC LU U Q QU=o Z L LJ C- O N C) Q (/) 00 W LL L1J 00 >- fr Lu rr > Lu F--- Q J J m GENERAL NOTES REVISIONS Al 02-02-2022 PROJECT NO: M FR21-201 DESIGNED BY: IL DRAWN BY: IL CHECKED BY: JLD DATE: 01.24.2022 RECEIVED 2/7/2022 SHEET NO: CITY OF EDMONDS SlA DEVELOPMENT SERVICES DEPARTMENT E) FOUNDATIONAN) PIERAN)STABILIZERAN) CARBON FIBER LAYOUT PLAN NOTES: 1. REFERENCE S1.1, S1.2, S1.3 & S1.4 FOR GENERAL REQUIREMENTS 2. CONTRACTOR TO NOTIFY ENGINEER OF RECORD OF DISCREPANCIES O 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"Wx3'-0"H TO 8'-0" H (E) CONC WALL AND 1'-0"WxlO"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 WALL & (E) CONC FOOTING TYP (NOTIFY ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER)) 5. � x/sx.x SECTION CUT - DETAIL NUMBER/SHEET NUMBER 6• (�U INDICATES LOCATION OF SAFEBASEMENT PUSH PIER SYSTEM W/ SAFEBASE-LD288 FOUNDATION BRACKET PER DETAILS ON S4.1 ((9) TOTAL) PUSH PIER INSTALLATION NOTES: • MAX LOAD TO ANCHOR = 7,527 LBS C, • 2.875"0 PIPE PILE W/ 0.1875" THICK WALL • 3.5" 0x36" LONG PIPE SLEEVE W/ 0.222" WALL • MINIMUM 10'-0" INSTALLATION DEPTH • MINIMUM 2,000 PSI INSTALLATION PRESSURE • MINIMUM 1/4" FOUNDATION LIFT DURING INSTALLATION 7. PIER SPACING SHALL BE AS INDICATED ON PLAN (6'-0" OC MAX) UNO 8. MAX UNSUPPORTED FOUNDATION SPAN SHALL BE 7'-8" 0 10. CONTRACTOR TO NOTIFY ENGINEER OF RECORD IF (E) FOUNDATION CRACK IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS INDICATES LOCATION OF CARBON FIBER SYSTEM ((2) TOTAL) CARBON FIBER SPACING SHALL BE (6'-5" OC MAX) UNO 12. INDICATES LOCATION OF [X7 LIGHTFOOT FOOTING y<8- 13 14 15 CONTRACTOR TO NOTIFY ENMnEER Or-RECOT,'L1'IF (E -FOUNMON Z IS PRESENT IN THE SPAN BETWEEN FOUNDATION BRACKETS FILL ALL VISIBLE CRACKS IN THE FOUNDATION WALL WITH HYDRAULIC CEMENT OR EPDXY ALL CONSTRUCTION MATERIALS IN THESE DOCUMENTS ARE (N) UNO 16. X/SX.X ELEVATION CALLOUT - DETAIL NUMBER/SHEET NUMBER 17. , INDICATES APPROXIMATE LOCATION OF 2.5 SAFEBASE STRUCTURAL LIFTING FOAM OR EQUIVALENT PER CONTRACTOR AS REQ'D. REF 1 /S4.4 EXPIRES: 12/24/22 B) (C 47'-0" 34'-0" I. 13'-0" LINE OF (E) CONC PATIO DECK � I (E) CRAWL SPACE (E) PIER TYP i (E) CRAWL I SPACE ACCESS P PP P PP 0 ' CD c Is - :..•..t.— --- ------------------ 4. I ❑ (E) POST FTG TYP PP 5 -6 N LxL s �� HSS 5x3x1/4 TYP I .. 4.Cs 4---®®--- r� I'�------�'' (E) CMU I E BEAM I I ABOVE TYP I 2 1 S4.2 TYP ' PIER 2/S4.4 I.I �t CN 6 _ 5 1 S4.4 TYP U) I;I I 3 I (E) CONC SLAB 4 8 5 6 7 9 ON GRADE I I 16x6x%"x3'-O" \-(E) CONC PORCH & - - - - STEPS (DEMO & L--------J REPLACE PER 1 /S4.5 5 EQ SPACES REQ'D) 2'-0" RECEIVED 2/7/2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT (E) FDN/(N) PIER/STABILIZER/CARBON ARMOR LAYOUT PLAN i SCALE: 1/g"-1 '-0" "ca-, 5FA Design Group, LLr PortlandRORcI'Livermore,'CA (Seattle, WA I p: 15031641�0311 www.sfatlg.com U � J Z J z 3: L1 pC Ll 0 c/) N Z Z W 00 00 O OC Q LJ C Q (.) = o Z WO N C) 0 (� � W L1 0[: � Q J J m (E) FOUNDATION/ (N) PIER/ (N) STABILIZER LAYOUT PLAN REVISIONS Al I 02-02-2022 PROJECT NO: MFR21-201 DESIGNED BY: IL DRAWN BY: IL CHECKED BY: JLD DATE: l 01.24.2022 SHEET NO: S2.1 1 S4.1 OPP �-/HOLES/ © _ T/g"0 HOLE TYP ---- � 6 1 / LINE OF \ SYMMETRY 35/g" O HOLE 24ff 5 BEYOND ' 1 1 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 PIPE EA SIDE OF R 1 S4.1 LINE OF _ oI' SYMMETRY c/) NOTES: `k,� REF 1 /S4.1 FOR MATERIALS LIST SB-LD BRACKET - FRONT 1/16 0 HOLE TYP BEYOND' U) cn '4 I:16117 SAFEBASE-LD FOUNDATION BRACKET MATERIALS LIST ITEM # PART DESCRIPTION DIMENSIONS GRADE 1 MAIN FL' V/4x5x0'-93/4" A36 2 SEAT R R1/4x10x0'-10" A36 3 BACK R V/4x7xO'-10" A36 4 TOP R R3/4x4xO'-81/2" A36 5 STRAP BENT T-%x3x2'-O" A36 6 MAIN TUBE * PIPE 4"OxO.188xO'-9" A500 7 ALL THREADED RODS (2x) 3/4"ox1'-O" A193 8 THREADED HEX NUTS (4x) - A193 9 PUSH PIER SHAFT * PIPE 2.875" OxO.188X4'-O" A500 10 PUSH PIER EXTERNAL SLEEVE ** PIPE 3.5"OxO.22Ox3'-O" A500 11 CONNECTOR * PIPE 2.5"OxO.188xO'-6" A500 12 FRICTION REDUCER * PIPE 3"OxO.188xO'-1" A53 * DIMENSIONS GIVEN AS OUTER DIAMETER x WALL THICKNESS x LENGTH ** EXTERNAL SLEEVE ALSO AVAILABLE IN 48" LENGTH I Ib NOTES: REF 1 /S4.1 FOR MATERIALS LIST SB-LD BRACKET - SIDE 1 S4.1 0- 0 EXPIRES: 12/24/22 SCALE: 1 1/2"=1'-O" LINE OF tl\n L L l rTnv NOTES: REF 1 /S4.1 FOR MATERIALS LIST SB-LD BRACKET - BACK "0 HOLE / �'�cn) RECEIVED 2/7/2022 CITY OF EDMONDS DEVELOPMENT sfa 5FA Design Group, LLr PortlandRORcI'Livermore,'CA Seattle, WA I p:(503)91.8311 www.sfatlg.com U � J Z J z OC Z w W3 0 U) N z Z Lu W 00 00 O OC Q L LJ co Qcli 0 Z Z Lu O N C) Q (/) � W L w 00 Lu 0[: > Lu � Q J J_ BRACKET DETAILS REVISIONS 10 02-02-2022 SERVICES DEPARTMENT SHEET NO: 4 S41 SCALE: 11/2"=1'-0" SCALE: 11/2"=1'-0" v SCALE: 11/2"=1'-011 'OOTING d W/ IS REQ'D) DGER CCURS kCKET NOTE: REF PLAN FOR LAYOUT & INSTALLATION REQ'S (N) PUSH PIER TO (E) FOUNDATION DETAIL SCALE: 1 "=1'—O" SB LF6-01009 PER GENERAL NOTES — (E) INTERIOR GRADE EXPIRES: 12/24/22 r(E) FLOOR SHEATHING (E) FLOOR FRAMING TYP -----(E) FLOOR BEAM /2"W MIN) SB LIGHTFOOT 6-01008 PER GENERAL NOTES W/ (4) #90" WOOD SCREWS SB LF6-011013 STABILIZER BASE RECEIVED NOTES: 2/7/2022 1. REF PLAN FOR LAYOUT & INSTALLATION REQ'S CITY OF EDMONDS 2. INSTALL PER MFR RECOMMENDATIONS SERVICESLOPMENT DEPARTMENT LF STABILIZER IN CRAWLSPACE 2 SCALE: 1 "=1'-0" "ca-, 5FA Design Group, LLr PortlandRORcI'Livermore,'CA (Seattle, WA I p: (503�641�0311 www.sfatlg.com U U J Z J z OC Z ILCL rr W W3:(o 0 c/) N Z Z W cy) O fr Q wco QU=o Z w `� o 2 N 2 Q Cn � W L.L 00 w > W � Q J J_ DETAILS REVISIONS 10 02-02-2022 PROJECT NO: M FR21-201 DESIGNED BY: IL DRAWN BY: IL CHECKED BY: JLD DATE: 01.24.2022 SHEET NO: S4.2 (E) FLOOR SHEATHING N STEEL BEAM PER PLAN & GENERAL NOTES SB LF6-01009 PER GENERAL NOTES BASE PLATE PER I I SB LF6-011013 GENEARL NOTES r -I STABILIZER BASE (E) INTERIOR GRADE--\ Z 11=1II-1 -1 -1 -1 I11=1 ' I-1 I I-1 I-1-1-1-1-1 I- =1 I I —III —III —III —III —III —III—' —I I —I I I�1 I I—III�III—III=1 ' I -I�IIII�I�I�I NOTE: 1. REF PLAN FOR LAYOUT & INSTALLATION REQ'S 2. INSTALL PER MFR RECOMMENDATIONS LF STABILIZER IN CRAWLSPACE SCALE: 1 "=1'-0" EXPIRES: 12/24/22 (E) FLOOR SHEATHING--,,�_/MECHANICAL TUBING I (E) FLOOR ------ ---- JOIST TYP STEEL BEAM P STEEL BEAM END CONDITION NOTE: REF 1/S4.3 FOR CALLOUTS IN COMMON N) FLOOR STABILIZER W/ SUPPLEMENTAL BE RECEIVED 2/%/2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SCALE: 1 "=1'-0" PortlandRORcic Livermore,cCA (Seattle, WA I p: 15031 fi41�8311 www.sfatlg.com U U J Z J z Q 0- W Lu Q N Z Z Lu W 00 O0 O OC Lu 1­- Q � QU=o Z LuCOO N O � coo w LL L L] 00 >_ fr Lu cr > Lu F___ Q J J m DETAILS REVISIONS l 1 02-02-2022 PROJECT NO: M FR21-201 DESIGNED BY: IL DRAWN BY: IL CHECKED BY: JLD DATE: 01.24.2022 SHEET NO: S4.3 (E) WALL SHEATHING (E) EXTERIOR SURFACES d a 4 a ° a ° d I II I Id I Il II a -11 „ I -III -I I , 4 (E) WALL FRAMING (E) FLOOR SHEATHING 7 (E) FLOOR FRAMING (PARALLEL AS OCCURS) ---(E) CONC STEMWALL r-- (E) INTERIOR GRADE II—III=1 I —III— —III ° '/8" 0 HOLE DRILLED FOR I I=� 11 I4 1 1 1 a PRIMARY INJECTION POINT _—IIIIII—III— I °. 4 1=III=III= - i DIRECT INJECTION POLYURETHANE PER PLAN NOTE: REF PLAN FOR LAYOUT & INSTALLATION REQ'S DIRECT INJECTION VOID FILL DETAIL �(E) CONC FOOTING SCALE: 1 "=1'-0" 3" OVERLAP MIN TYP VERTICAL CARBON FIBER STRAP - � F °v°jONAL E� 4 9 d d (E) FOUNDATION J4-1CRACK TYP - ° °d d 4 a a (E) STEMWALL FOOTING 4.. a ° a ° HORIZONTAL CRACK 1'-O" MIN g m TYP w VERTICAL CARBON o z FIBER STRAP Z O m o:: a_ Q Q U � Q (/7 SPHERE OF z w INFLUENCE TYP o m N � lY 0 _ NOTE: REF PLAN AND GENERAL NOTES FOR LAYOUT & INSTALLATION REQ'S (E) FOUNDATION CRACK/ (N) CARBON FIBER STRAP DETAIL EXPIRES: 12/24/22 (E) STEMWALL FOOTING RECEIVED 2/7/2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SCALE: 1 "=1 '-0" 5FA Desigi i Liral ip, 1 1 r "" I . ...... ..... .. I � p DR CA I .1• p. (-) 641 .11 .. y U O J Z J Z 0[: Z 0— ww Q N Z Z Lu 05 rn O ir LLl n Q 0 z LuZ o D - N O C/)c w LL Lu 00 lY LI Er > Lu � J J DETAILS REVISIONS 02-02-2022 PROJECT NO: MFR21-201 DESIGNED BY: IL DRAWN BY: IL CHECKED BY: JLD DATE: �01.24.2022 SHEET NO: S4.4 APPROVED BY PLANNING �& 'C � Feb 22 2022 N z O w .-. W Q U Li O C/7 (E) SIDEWALK 3/4" KEY NOTE: REF ARCH FOR ADDL INFO TREAD DIMENSIONS TO MATCH (E) (101/2" MIN) 24" • #4x`1 AT 18" OC • IIIIII ���� III= #4 AT 18" OC EA WAY 7--Tfj= \—(2) #4 AT BOTT 6" TYPICAL STAIR ON GRADE DETAIL SLAB ON GRADE & REINF PER PLAN SCALE: 3/4"=1 '-0" BAR Ld Class B SIZE I Splice fc = 2500psi #4 24 32 EXPIRES: 12/24/22 NOTE: VALUES FOR UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE WITH CLEAR SPACING > db, CLEAR COVER > db AND MINIMUM STIRRUPS OR TIES THROUGHOUT Ld OR CLEAR SPACING > 2db AND CLEAR COVER > db. LAP SPLICE & DEVELOPMENT LENGTH SCHEDULE SCALE: NONE _0 i 4d OR 21/2" MIN 90° D D 45 N D D 180° 45° 1 •� ALL REINF EXCEPT COLUMN TIES & BEAM STIRRUPS 6d �— 90° -- — 135° D 6d d d D I D STIRRUP OR TIE (DASHED LINE INDICATES TIE COND) BAR SIZE d (0) 4d 6d 12d #4 1/2" 2" 3" 6» F'' 90° a 135' o Q:� z o g -0 D 180° 1 f STIRRIIP 90, 180° D D 6d OR o 3" MIN BEAM OR COLUMN CROSSTIES D=4d BEAM STIRRUPS & COLUMN TIES d = BAR DIAMETER, D = BEND DIAMETER STANDARD HOOKS & BENDS RECEIVED 2/7/2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT SCALE: NONE "Ca-1 5FA Design Group, LLr Portland, ORcl'Livermore,fCA (Seattle, WA I p:(503)91.8311 www.sfadg.com U O J Z J z w w QC/) N Z Zw 05 O rn Iz Q wC0 0 U= 0 Z w `o ZO oo N O FJ500 W LL w ao w 0[: F--- J Q J m DETAILS [REVISIONS 1 1 /1\ 1 02-02-2022 1 PROJECT NO: MFR21-201 DESIGNED BY: IL DRAWN BY: IL CHECKED BY: JLD DATE: L 01.24.2022 SHEET NO: S4.5