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<br /> 1. GENERAL STRUCTURAL NOTES: 9. INSPECTION & TESTING:
<br /> REFER TO SUBSEQUENT PLAN AND DETAIL NOTES FOR VARIATIONS AND REQUIREMENTS CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER S, 1..,
<br /> SPECIFIC TO REFERENCED PROJECT. 2015 IBC SECTION 1810.4.12. � F WAsh' 0
<br /> NOTES ON DRAWINGS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES. THE SPECIAL INSPECTOR IS RESPONSIBLE FOR VERIFYING AND RECORDING ° StCa-4
<br /> THE FOLLOWING (REFERENCE 2015 IBC TABLE 1705.7 FOR ADDITIONAL '� �/ 'I C'x/
<br /> 2. DESIGN CRITERIA: /J 5FA Design Group,CLD
<br /> INSPECTION DESCRIPTION AND REQUIREMENTS): ll , STRUCTURAL,Ee�.„� �OR"„,
<br /> BUILDING CODE CONFORMANCE (MEETS OR EXCEEDS REQUIREMENTS): ,.p W., PORTLAND,S�ORI LIVERMORE,CA I
<br /> 2015 INTERNATIONAL BUILDING CODE (IBC) -PROJECT DESCRIPTION (ADDRESS, INSTALLATION DATE, PERMIT NUMBER ��';��h40 4.0 'CV
<br /> P:563.641.6311
<br /> TTLE,WA
<br /> 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) -PILE AND BRACKET CONFIGURATION SSIONAL �,G
<br /> -PART DESCRIPTION (PRODUCT MANUFACTURER, BRACKET TYPE, PIER TYPE,
<br /> DEAD LOADS: PIER OUTSIDE DIAMETER, PIER WALL THICKNESS) EXPIRES: 12/24/20
<br /> ROOF DEAD LOAD 15 PSF -PIER INCLINATION, LOCATION, DEPTH, AND INSTALLATION PRESSURE ACHIEVED
<br /> FLOOR DEAD LOAD 15 PSF
<br /> WALL DEAD LOAD 12 PSF LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143 (QUICK METHOD) ON 20 CC
<br /> CONCRETE 150 PCF PERCENT OF PIERS AND WILL BE SELECTED BY THE SPECIAL INSPECTOR. AN ALIGNMENT LOAD (AL) SHALL BE Q- (5
<br /> APPLIED TO THE PILE PRIOR TO SETTING THE DEFLECTION MEASURING EQUIPMENT TO ZERO OR A REFERENCE � Z
<br /> LIVE LOADS: POSITION. THE AL SHALL BE NO MORE THAN 10% OF THE DESIGN LOAD. INCREMENTAL LOADING SHALL BE IN W Z
<br /> ROOF SNOW LOAD 25 PSF ACCORDANCE WITH THE FOLLOWING SCHEDULE. CC Z
<br /> FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF
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<br /> TEST LOADING SCHEDULE HOLD TIME MAX DEFLECTION
<br /> 3. MATERIALS: 0 l 0
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<br /> BRACKET PLATES - ASTM A36 AL (.10 DL MAX) 0 MIN. p > co
<br /> (MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) 0.25 DL UNTIL STABLE H Z <
<br /> PIER TUBES - ASTM A500 GRADE B OR C 0.50 DL UNTIL STABLE Q .(C
<br /> (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 55 KSI) 0.75 DL UNTIL STABLE 0 U m
<br /> EXTERNAL SLEEVE - ASTM A500 GRADE B OR C 1.00 DL UNTIL STABLE Z Z D r
<br /> (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 62 KSI) 1.25 DL UNTIL STABLE D W co W
<br /> 1.50 DL HOLD FOR CREEP TEST (SEE BELOW) 0.04 INCHES �-
<br /> PIER CAP - ASTM A529 GRADE 50 1.25 DL UNTIL STABLE LL 0 Cn
<br /> W W
<br /> (MIN YIELD STRESS, Fy = 50 KSI / MIN TENSILE STRESS, Fu = 65 KSI) 1.00 DL UNTIL STABLE
<br /> COIL ROD - ASTM A193 GRADE B7 0.75 DL UNTIL STABLE > CC
<br /> (MIN YIELD STRESS, Fy = 105 KSI / MIN TENSILE STRESS, Fu = 125 KSI) 0.50 DL UNTIL STABLE W Lij
<br /> STEEL ANGLE SHAPES - ASTM A36 0.25 DL UNTIL STABLE ii
<br /> (MIN YIELD STRESS, Fy = 36 KSI / MIN TENSILE STRESS, Fu = 58 KSI) HO
<br /> LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES WITHIN A 10 MINUTE Q
<br /> 4. WELDING NOTES: PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES WITHIN THE 10 MINUTE PERIOD THE LOAD TEST 2
<br /> CONFORM TO AWS D1.1. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES, THE PIER IS TO BE DEEPENED AND RE-TESTED, OR THE PIER
<br /> REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. IS TO BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST IS TO BE HELD THE PIER
<br /> MOVEMENTS SHALL BE MEASURED AT 15, 20, 30, 40, 50, AND 60 MINUTES. THE CREEP VERSUS THE LOGARITHM
<br /> 5. CORROSION PROTECTION: OF TIME SHALL BE PLOTTED. IF THE CREEP RATE IS LESS THAN 0.080 INCHES BETWEEN 6 AND 60 MINUTES,
<br /> SACRAFICIAL DESIGN THICKNESS - CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL THE LOAD TEST SHALL BE CONSIDERED SUCCESSFUL.
<br /> THICKNESS DUE TO CORROSION FOR BLACK, UNCOATED STEEL. ANCHORS ARE DESIGNED FOR PUSH PIER TEST PRESSURE (PSI): [DESIGN LOAD] X 1.5 / 9.62 IN2.
<br /> 50-YEAR SCHEDULED SACRAFICIAL THICKNESS LOSS IN ACCORDANCE WITH ICC-ES AC358. GENERAL NOTES
<br /> 6. INSTALLATION: 10. CARBON ARMOR WALL REINFORCING SYSTEM:
<br /> SYSTEM TO BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS. MINIMUM CARBON COMPOSITE: REVISIONS
<br /> INSTALLATION PRESSURE IS TO BE DETERMINED BY THE FOLLOWING EQUATION: TENSILE STRENGTH: DESIGN VALUE = 121.7 KSI, TEST METHOD IN ACCORDANCE WITH ASTM D3039
<br /> PUSH PIER INSTALLATION PRESSURE (PSI): [DESIGN LOAD] X 2 / 9.62 IN2. MODULUS OF ELASTICITY: DESIGN VALUE = 10,401.7 KSI, TEST METHOD IN ACCORDANCE WITH ASTM D3039
<br /> EFFECTIVE PLY THICKNESS: 0.062 INCHES
<br /> MINIMUM INSTALLATION DEPTH IS 10'-0"± UNO. STRAP WIDTH: 7 INCHES
<br /> CONTACT ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER. SATURANT EPDXY: PROJECT NO:
<br /> TENSILE STRENGTH: 9-10 KSI MFR20-014
<br /> TENSILE MODULUS 441.7 KSI DESIGNED BY:
<br /> 7. EXISTING UTILITY LINES: ELONGATION AT BREAK %: 441.7 KSI CITY OF EVERETT MEK
<br /> CONTRACTOR TO REPAIR UTILITY LINES THAT MAY BE DAMAGED DURING FLEXURAL STRENGTH: 417.1 KSI REVIEWED FOR PERMIT DRAWN BY:
<br /> INSTALLATION.
<br /> Permit#: B2003-006
<br /> 8. PUSH PIER SPLICING: q 4 /� „2 Site Address: 491L8 S 3RD AVE
<br /> PILES ARE TO BE GRAVITY SPLICED WITH FITTING COUPLERS. BUILDING 1 Owner: ORME DOUTRE DANIEL DAVID&ELEANOR
<br /> WEIGHT WILL ENSURE JOINTS DO NOT SEPARATE. EVA
<br /> AVE Tenant: [TenNamel
<br /> THESE VED FOR THE SSUANGCE OF App.Date: 3/4/2020
<br /> CHANICAL,APPROVED Proposed Use: SFR
<br /> PUBLIC WORK,,ELECTRICAL OR E
<br /> SUPPRESSION, Description: INSTALL PIN PILES UNDER PORCH FOR
<br /> T BEEN
<br /> PLUMBING PERMITS STABILIZATION
<br /> Reviewed By:_______-_Date:___________
<br /> ) Office Set Jab Site Set Fire/Planning Set
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