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REVIEWED BLD2022-0165+Structural_Analysis_or_Calculations+2.8.2022_9.14.45_AM+26677031 of 29 RECEIVED Feb 08 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2022-0165 -LONGITUDE ONE TWENTY° ENGINEERING & DESIGN calculation Package for Foundation Stabilization/Lift ALL WORK SUBJECT APPROVED TO FIELD PLANS MUST BE INSPECTION FOR ON JOB SITE CODE COMPLIANCE ----------------------------------------------- : The following documentation shall be available on : site for the building inspector: © COE APPROVED ARCHITECTURAL PLAN SET ' ■ ; ■ ❑ COE APPROVED STRUCTURAL PLAN SET ; ❑ COE REVIEWED CALCULATION PACKET : ❑ ENERGY CREDIT WORKSHEET : ■ ❑ SITE PLAN ❑ CIVIL PLAN • CITY OF EDMONDS BUILDING DEPARTMENT 2021 ; STRUCTURAL ENGINEER L120 ENGINEERING & DESIGN 13150915tPLNE 24320 87th PI W Edmonds, WA 98026 Project no: S211206-2XR January I01; 2022 Prepared for: R&R Foundation Specialist 3409 McDougall Ave, suite 204 Everett, WA 98201 P: 425.760.5077 KIRKLAND, WA 98034-5901 CONTACT: MANS THURFJELL, PE EMAIL: MTHURFJELL@L120ENGINEERING.COM PHONE: (425) 636-3313 i I I 1 4 I (E)BTRUCTURE 24314 B71h PI W Edmonds, WA 98026 ` PgOpfNry 3' MAX (2) PIL S d$8' OC MAX PRIMARY E ENTRANCE 2 aAEa cF w°wc I(E) RESIDENCE 243208Ah PI W GARAGE PARCEL NO. 1 y, 6„ 00665900000200 LEGAL DESCRIPTION ! OLYMPIC COURT BLK 000 D-00 - LOT 2 ! ______ v; SUM ESE PUD&GEN TEL 1 Fn.E°r wixoowiaorE I OWNER NAME & ADDRESS ! SCOVILLE CHRISTINE B & DAVID ! 24320 87th PI W Edmonds, WA 98026 I I i -------------------- PROPERTY LINE_ i PILE SPACING & LOAD REQUIRMENTS TABLE MAX O.C. SPACING, R MIN VERTICAL CAPACITY, kip. PROOF TESTING LOAD, ki p. PILEIE PILE TYPE BTWN PILES END OFFSET ALLOWABLE LOADING Za)W MINVERTICALCAPACIT( IMIN ULTIMATECAPACITY) LOCATION 1-2 HELICAL 1'-0-U NO 80 kip 160 kip SOU TH WALL 3-0 HELICAL 8'-0' 3'-0-UNO 80kip 160kip WEST WALL 56 HELICAL &'-0' 3'-EUNO 110INA 220 kip NORTH WALL NOTES: a. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BY THE PILE MANUFACTURER. THE MINIMUM INSTALLATION TORQUE SHALL BE HIGH ENOUGH TO ACHIEVE THE REQUIRED BEARING CAPACITY LOADING, INCLUDING ASAFETY FACTOR NO LESS THAN 2. THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS ORANY PART OF THE PILE ASSEMBLY. MAXIMUM INSTALLATION TORQUE RATING OF USGoMLBS FOR A2-7I8INCH DIAMETER HELICAL PILE WITH 0.203INCH SHAFT WALL THICKNESS PER ESRJ]50. 6. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR37w, c. PILE ORANCHOR LOADS MOTTO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART OF THEAESEMBLY. d. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATON UNLESS NOTED OTHERWISE ON PLAN. ---------------- (E)STRUCTURE 24326 87Ih PI W Edmonds, WA98026 SITE PLAN NOTES 1. VERIFY EXISTING STRUCTURES AND ALL DIMENSIONS ON SITE, 2, FOUNDATION DIMENSIONS ME TO OUTSIDE FACE OF CONCRETE STEM WALL PER R&R FOUNDATION SPECIALIST(R&R) LEVEL SURVEY. 3. REFER TO STRUCTURAL CALCUIATONSPACHAGESY L120 DATED JAN 10, 2021, FORADDDIONAL INFORMATON, SPECIFICATONS, AND REQUIREMENTS. 4. LEVEL SURVEY PER R&R PROPOSAL DATED OUT 8, 2021. REFER TO STRUCTURAL CALCULATIONS PACT AGE FOR MODIFICATIONS AND ADDITIONPL REQUIREMENTS FOR LEVEL SURVEY. 5. PARCEL DIMENSIONS APPROXIMATED BY SNOHOMISH COUNTYASSESSOR PROPERTY DIMENSIONS ARE APPROXIMATE FOR REPRESENTATIVE PURROSESONLY.NOTTOSCALE.NOTTOBEUSEDFORLE LPURPOSES OR IN PLACE OF FIELD SURVEY 6, SITE FEATURES AND SOME EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY. ❑ EXISTING RESIDENCE STRUCTURE EXISTING ADJACENT STRUCTURE AREA OF PROPOSED WORK --- PROPERTY LINE * APPROXIMATE DIMENSION 1 HELICAL PILE ® C6X8.2 CHANNEL Ai r DUI o,a asla lzl _VX� _ 10 m � o 37' T3 f 0 3 o ZZ „ wz R v aLL d m R&R LEVEL SURVEY EE STRUCTURAL CALCULATION PACKAGE FOR ADDITIONAL REQUIREMENT: SITE PLAN NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS. NOTE: L120'S SCOPE IS LIMITED TO THE PERIMETER SUPPORT SYSTEWCONTINUOUS FOOTINGS. THE INTERIOR CRAWL SPACE SUPPORTED SYSTEM FOR THE FIRST FLOOR SHALL BE INSTALLED PER R&R. 3of29 LONGITUDE ONE TWENTY ENGINEERING & DESIGN PROJECT NO. SHEET NO. S211206-2XR PROJECT 24320 87th PI W, Edmonds, WA SUBJECT Foundation Stabilization/Jackin BY PAM DATE 01 /10/22 Scope/Objective: To determine the required pile spacing and geometry to stabilize and lift (where required) the existing structural foundation. These findings have been based upon the calculated strength of the existing foundation system and the current vertical loading from the existing structure above (based on as -built assessments). The R&R Foundation Specialists' (R&R) proposed pile layout can be found in the following pages with structural recommendations based upon the findings of L120 Engineering & Design. Note that cosmetic damages to rigid wall coverings/members and siding are expected during a foundation lift. Such cosmetic damages/cracks are to be repaired by others following the completion of the foundation stabilization and lifting and are not included in the structural scope presented here. It should be further noted that L120's scope is limited to the perimeter support systems/continuous footings. The interior crawl -space support system for the first floor shall be installed per R&R. This could include the use of some or all of the following: longer support posts, adjustable post -base hardware, and/or the addition of taller wood support members. Settlement in these interior support areas shall be monitored and further adjustments shall be made if necessary. Structural Summary: - The foundation of the residence consists of continuous cast -in -place concrete stem wall and concrete strip footings. Below the footings, piles are to be spaced at a distance no larger than 8'-6" on -center at the locations indicated on the attached Level Survey. - Calculations show that supplemental channel is not required for this pile spacing, however, it shall be installed at the contractors discretion where severe cracking is observed or increased performance of the foundation is deemed necessary. Supplemental channel shall be C6x8.2 spanning from pile to pile at installation locations. Piles and supplemental channel to be installed in accordance with SSK-01 and SSK-02. - End piles are to be placed as close to corners as possible and shall not exceed a max corner offset distance of 2'-0". - A maximum allowable loading of 1,500 plf was utilized in this analysis. This was determined through inspection of building geometry and conservative span/tributary loading assumptions based on standard construction practices - The following load values represent the maximum expected pile loads for the indicated spacing. R&R to provide pile and equipment assemblies with capacities equal to or greater than the indicated load values. Allowable Load Capacity Requirement: Piles 1-4 ............ 8 kip minimum vertical capacity (allowable load) Piles 5-6 ............ 11 kip minimum vertical capacity (allowable load) Note: Refer to the attached General Notes for additional requirements. - As determined by R&R, the site appears to have no lateral (horizontal) displacements or concerns. As such, the analysis and recommendations presented in this report have been strictly limited to vertical stabilization/jacking. If lateral movement is observed or expected additional structural analysis will be required. - Structural recommendations contained in this package are based on site photographs, dated October 8, 2021, and the geotechnical report, dated December 22, 2021, by Cobalt Geosciences. Both the photographs and geotechnical report were provided by R&R and are included within this package. Please inform L120 of site -specific conditions that were unconsidered by, may conflict with, or otherwise compromise the recommendations contained within this package, including, but not limited to, water drainage, slope stability, existing structural damage, or existing subsurface obstructions. In this instance, the structural assumptions, recommendations, and scope for this project will need to be revisited to consider and address the new findings Refer to the following pages for pile and connection specifications. L120 ENGINEERING & DESIGN 4 of 29 GENERAL NOTES HELICAL PILES 1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2018 INTERNATIONAL BUILDING CODE (IBC). 2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING, INC., AND SHALL BE IN ACCORDANCE WITH ESR-3750. 3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH ESR-3750. 4. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER (EAA) COATINGS (AC228). 5. ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE REINFORCING STEEL, BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING COMPONENTS PER AC358 SECTION 3.9. 6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS. 7. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED. 8. HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF INCLINATION OF +/- 1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750. 9. MONITOR AND RECORD DEPTH OF PILE PENETRATION. PROVIDE TORQUE MONITORING DEVICE AS PART OF THE INSTALLING UNIT. MONITOR AND RECORD TORQUE APPLIED DURING THE INSTALLATION OF EACH PILE AT SPECIFIC DEPTHS. 10. HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE THE MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2). THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE PILE ASSEMBLY. 11. ALL BRACKETS AND HELICAL PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO ACHIEVE THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2). 12. REPAIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET PLATE MUST BE FULLY ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION. 13. ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEVELOP THE TORQUE REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES. 14. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION. 15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2O18 AND 2012 IBC SECTION 1705.9 MUST BE PROVIDED FOR THE INSTALLATION OF THE HELICAL PILES AND FOUNDATION BRACKETS. ITEMS TO BE RECORDED AND CONFIRMED BY THE SPECIAL INSPECTOR MUST INCLUDE THE FOLLOWING: A. PRODUCT MANUFACTURER B. MANUFACTURER'S CERTIFICATION OF THE INSTALLERS C. PRODUCT TYPE AND CONFIGURATIONS FOR HELICAL PILE LEAD SHAFT SECTIONS, EXTENSIONS, BRACKETS, BOLTS, THREADED RODS, NUTS, WASHERS, AND TORQUES AS SPECIFIED IN THIS REPORT AND THE CONSTRUCTION DOCUMENTS D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT, INSTALLATION EQUIPMENT USED, AND THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS E. ANTICIPATED AND ACTUAL PILING DEPTH F. REQUIRED TARGET INSTALLATION TORQUE OF PILES AND MINIMUM DEPTH OF INSTALLATION G. INCLINATION AND POSITION OF PILES, TOP OF PILE EXTENSION IN FULL CONTACT WITH BRACKET, TIGHTNESS OF ALL BOLTS AND EVIDENCE THAT THE PILE FOUNDATION SYSTEMS ARE INSTALLED BY AN APPROVED IDEAL FOUNDATION SYSTEMS INSTALLER. 16. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO MEET OTHER SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON REJECTED PILES AND INSTALL ADDITIONAL PILES AS REQUIRED. HELICAL PILE PROOF TESTING THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE (3) PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE PROCEDURE OUTLINED IN ASTM D1143 AND/OR THE 2018 SEATTLE BUILDING CODE (SBC). THE MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD. 5 of 29 GENERAL NOTES STRUCTURAL STEEL 1. REFERENCE STANDARDS: DESIGN, FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". 2. MATERIALS: BOLTS - ASTM A307, UNLESS OTHERWISE NOTED ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI) 3. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS AND CONFORM TO AWS CODES D1.1 AND D1.3. WELDS NOT SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY E70 ELECTRODES. WHERE ON -SITE WELDING IS REQUIRED, SPECIAL INSPECTION IN ACCORDANCE WITH 2O18 AND 2012 IBC SECTION 1705.2 IS ALSO REQUIRED. CONCRETE 1. REFERENCE STANDARDS: ACI 301, ACI 318, IBC. 2. MINIMUM CONCRETE STRENGTH (28 DAYS): FOOTINGS AND STEM WALLS..................................................3,000 PSI - 5 SACK MIX BASEMENT FOUNDATION RETAINING WALLS .......................3,000 PSI - 5 SACK MIX SLAB-ON-GRADE........................................................................2,500 PSI - 5 SACK MIX SLAB -ON -GRADE... EXPOSED WEATHERING SURFACES ...... 3,000 PSI AIR -ENTRAINMENT 2.5% TO 5.5% FOR EXPOSED CONCRETE 3. MIXING: COMPLY WITH ACI 301. DO NOT EXCEED THE AMOUNT OF WATER SPECIFIED IN THE APPROVED MIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE, WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. 4. PLACING: COMPLY WITH ACI 301. PROVIDE A 3/4 INCH CHAMFER AT ALL EXPOSED CONCRETE EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. 5. SLUMP: 4 INCHES PLUS OR MINUS 1 INCH. DO NOT ADD WATER TO MIX TO INCREASE SLUMP. GREATER SLUMP, ACCELERATED SET, OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING APPROVED ADMIXTURES. 6. CURING: COMPLY WITH ACI 301. KEEP CONCRETE MOIST FOR SEVEN DAYS MINIMUM. 7. JOINTING: PROVIDE ADEQUATE JOINTING TO MINIMIZE EFFECTS OF VOLUME CHANGE. JOINTS SHOWN MAY BE ADJUSTED AT CONTRACTOR'S OPTION WITH PRIOR APPROVAL FROM ENGINEER. 8. WEATHER EXTREMES: COMPLY WITH ACI 305R FOR HOT WEATHER. COMPLY WITH ACI-306R FOR COLD WEATHER. 9. WATER/CEMENT RATIO SHALL NOT EXCEED 0.50 (BY WEIGHT), TYPICAL. 10. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG -TIE, HILTI, OR EQUIVALENT. SPECIAL INSPECTIONS REQUIRED. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MINIMUM EMBEDMENT, SPACING, EDGE DISTANCE, AND REQUIREMENTS PER MANUFACTURER. 6 of 29 PROJECT LONGITUDE SUBJECT ONE TWENTYO ENGINEERING & DESIGN BY PAM PROJECT NO. SHEET NO. S211206-2XR 24320 87th PI W, Edmonds, WA Foundation Stabilization/Jacki DATE 01 /10/22 ideal Foundation Systems2-718"O Helical Pile ]0.203-inch wall thickness) - Soil Capacity per ESR-3750 DIGGA6KDrive Head Pressure Torque CorrelQtionFactor, Kt Ultimate Axial Compressive Allowable Axial Compressive L120 ENGINEERING &DESIGN 7 of 29 PROJECT NO. SHEET NO. S211206-2XR PROJECT 24320 87th PI W, Edmonds, WA LONGITUDE SUBJECT ONE TWENTYO ENGINEERING & DESIGN BY PAM Foundation Stabilization/Jacking DATE 01 /10/22 Ideal Foundation Systems 2-7/8"0 * Helical Pile (0.203-inch wall thickness) -Soil Capacity per ESR-3750 DIGGA lOK Drive Head Pressure (Psi) Torque, T (ft*Ibs) Torque Correlation Factor, Kt [Compression] (ft i) Ultimate Axial Compressive Capacity, P„ = K,*T (kips) Allowable Axial Compressive Capacity, Pa = 0.5*P„ (kips) 500 1,740 9 15.7 7.8 600 2,088 9 18.8 9.4 700 2,436 9 21.9 11.0 800 2,784 9 25.1 12.5 900 3,132 9 28.2 14.1 1000 3,480 9 31.3 15.7 1100 3,828 9 34.5 17.2 1200 4,176 9 37.6 18.8 1300 4,524 9 40.7 20.4 1400 4,872 9 43.8 21.9 1500 5,220 9 47.0 23.5 1600 5,568 9 50.1 25.1 1700 5,916 9 53.2 26.6 1800 6,264 9 56.4 28.2 1900 6,612 9 59.5 29.8 L120 ENGINEERING &DESIGN 5.5' 9 of 29 Friday, October 8, 2021 jvLi PHOTOS with 6" Steel Channel. I VFOUNDATIONSPECIALIST West side of home, Piles 3 & 4 will be installed here with 6" Steel Channel. South side of home, Piles 1 & 2 will be installed South side of home. here. We will stabilize with these two piles. Photographs provided by R&R Foundation Specialists. Note that analysis assumptions such as building geometry, tributary areas, and loading were determined through examination of these photographs and industry knowledge of standard construction practices. - L120 10 of 29 PROJECT NO. NO. S211206-2XR SSK-01 PROJECT 24320 87th PI W, Edmonds, WA LONGITUDE SUBJECT Foundation Stabilization/Jacki ONE TWENTYO ENGINEERING & DESIGN BY PAM (E) WOOD FRAMED FLOOR SYSTEM, FIELD VERIFY 8" MIN THICKNESS, CONTRACTOR TO VERIFY CONTINUOUS CHANNEL & ANCHORAGE WHERE U- REQ'D PER PLAN Q w z o C CHANNEL `V o0 ~ 6" MAX —T =IIII=IIII=IIII=IIII III=IIII-11 d IIII-IIII , ' '�I-111 =IIII=IIII= (E) CONTINUOUS _IIII=IIII=IIII= CONIC FOOTING NOTES: 1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION DIMENSIONS PRIOR TO INSTALLATION. ENGINEER -OF -RECORD TO BE NOTIFIED PRIOR TO INSTALLATION IF MINIMUMS NOT MET. 2. ALL ASSEMBLY COMPONENTS SHALL BE FULLY SEALED BY A CORROSION RESISTANT SYSTEM. THIS INCLUDES ALL FINAL CUT ENDS AND DRILLED HOLES. CORROSION PREVENTION COATING SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION PER ASTM 153/A123. 3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT CORROSION. DATE 01 /10/22 (E) CONC STEM WALL T/STEM WALL = FIELD VERIFY T/FIN GRADE _ IIII=IIII=IIII= VARIES ' d—IIII=IIII-IIII_ —11 — — (E) FTG TO BE CUT FLUSH IIII =IIII IIII = WITH FACE OF STEM WALL • d=IIII_IIII_IIII. IIII =IIII =IIII WITH A 12" MAX WIDTH FOR IIII=IIII III= INSTALLATION POCKET •- IIII=IIII= I=1 ' d=IIII-11 —IIII= IIII 1111-111, T/CONC FTG = OL FIELD VERIFY •- =IIII=IIII ' d IIII_1111= IDEAL HELICAL PILE & REPAIR BRACKET ASSEMBLY PER R&R FOUNDATION SPECIALIST TO CONFORM TO ESR-3750 L120 ENGINEERING & DESIGN 11 of 29 PROJECT NO. NO. S211206-2XR SSK-02 PROJECT 24320 87th PI W, Edmonds, WA LONGITUDE SUBJECT ONE TWENTYO ENGINEERING & DESIGN BY PAM Foundation Stabilization/Jacking STEEL CHANNEL INSTALLATION AT (E) CONCRETE STEM WALL: ANCHOR PER N0lt 2, TYP - -------------------------------------------- n Ir, STEEL SHALL BE CO< T M� WHERE I IF REO'D, JUNC .1 �tB SEGMENTS TO BE CTRE=OH rp JUNCTION NOT TO 1 CORNER-ADJAC -- =IIII= II=IIII =IIII= II=IIII =IIII= II-IIII DATE 01 /10/22 CONC STE4WALL CHANNEL w 0 Z �a U ,T Z O U u Q LLJ Z II—IIII—II Q m x �0 11=IIII-�� IIII—III- 1=IIII=11 MmRI=TO EXTEND FYON"ILE @ EA END; I 1161'IIh TYP, II N'11M"T CORNERS �=IIII=IIII= „—„II-IIII-11 NOTES: Aee�nAnaus CMU = CONCRETE MASONRY UNIT 1) ALL STEEL MEMBERS AND COMPONENTS SHALL BE GALVANIZED FOR EXTERIOR USE. CONC = CONCRETE 2) ALL ANCHORS SHALL BE 5/8"8 SIMPSON TITEN HD SCREW ANCHORS W/ 4" MINIMUM EMBEDMENT INTO EAR EACHNTERED CONCRETE. ANY SUBSTITUTION SHALL BE SUBMITTED TO L120 FOR APPROVAL PRIOR TO INSTALLATION. FT MNc MIN IMAX MMAX=INIMUM/MAXIMUM 3) ANCHORS SHALL BE INSTALLED WITHIN 6" OR LESS FROM EACH END OF STEEL MEMBER. OC=ON-CENTER 4) ADDITIONAL REQUIREMENTS PER ANCHOR MANUFACTURER. UNO=UNLESSSNOTED OTHERWISE L120 ENGINEERING & DESIGN 11/2X1 SLOT (TYP) 2 7/8" TRUFORCE BRKT BASE GALV. TOP 2 7/8 TRUFORCE BRKT BASE GALV. FRONT" TRUFORCE UNDERPINNING BRACKET FOR 2 7/8'' PILE SHAFT 7% 1 1/2 X 1 2 7/8" TRUFORCE BRKT T-BRKT GALV. SLOT (TYP) TOP 2 7/8" TRUFORCE BRKT T-BRKT GALV. FRONT NOTES: 1. PLATE STEEL TO MEET OR EXCEED REQUIREMENTS OF ASTM A572/A1018/A656, 50 KSI. 2. ALL WELDING TO BE PERFORMED BY SHOP QUALIFIED WELDOR TO AWS D1.1 STRUCTURAL WELDING CODE - STEEL. 3. GALVANIZING PER ASTM A153/ASTM A123. BARE STEEL IS ALSO AVAILABLE. 4. ULTIMATE STRUCTURAL CAPACITY IS 60 KIPS. 5. (2) 7/8"-9 X 3' GALVANIZED THREADED ROD - ASTM A193 (GRADE B7). 6. (4) 7/8" GALVANIZED HEX NUT - ASTM A194. 7. (6) 7/8" GALVANIZED FLAT WASHERS - ASTM F436. (2) WASHERS MUST BE USED ON THE TOP OF EACH THREADED ROD (ABOVE THE 'T' BRACKET) TO OBTAIN THE FULL BRACKET CAPACITY. 8. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES AC358 ACCEPTANCE CRITERIA FOR HELICAL FOUNDATION SYSTEMS AND DEVICES. �K 4 22 2020 m �ED D Ec A L 4 23 2020 1 kL MANUFACTURING, INC. PICTURE PARKWAY STER, NY 14580 Group 789-4810 1 WWW.IDL-GRP.COM NOT TO SCALE SIZE DWG NO R ALL UNITS IN INCHES U.N.O. B I 278TFG THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF IDEAL MANUFACTURING, INC. ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT WRITTEN PERMISSION OF IDEAL MANUFACTURING, INC. IS PROHIBITED. SHEET 1 OF 1 QO QO MAXIMUM TORQUE NOT TO EXCEED 8,300 FT-LBS. ULTIMATE CAPACITY IS 74.7 KIPS BASED ON A CAPACITY TO TORQUE RATIO OF kc = 9 FT-1 [L] ILI D� �p3 � �p3 ` L COUPLING m. BOLTS & NUTS EXTENSION FLIGHTED EXTENSION FLIGHTED EXTENSION (EX: 278203EXT[L]G) SINGLE HELIX (SH) DOUBLE HELIX (DH) (EX: 278203FESH[L][DI]X[T]G) (EX: 278203FEDH[Q[DiD�]X[T]G) NOTES: 1. PILE SHAFT TO MEET OR EXCEED REQUIREMENTS OF ASTM A500, 80 KSI. 2. PLATE STEEL TO MEET OR EXCEED REQUIREMENTS OF ATSM A572, GRADE 50. 3. ALL HELICES ARE FORMED BY PRESS DIE. LEADING EDGE OF HELICES ARE TAPERED TO IMPROVE INSTALLATION CAPABILITIES. 4. HELIX SPACING IS THREE (3) TIMES THE DIAMETER OF THE LOWER HELIX. B SPACING OF LEADING HELIX ON FLIGHTED EXTENSIONS IS THREE (3) TIMES THE DIAMETER OF THE LAST HELIX ON THE PRECEDING SHAFT. 5. STANDARD HELIX DIAMETERS ARE 8", 10", 12", & 14". STANDARD HELIX THICKNESS IS 3/8". 6. ALL WELDING TO BE PERFORMED BY CERTIFIED WELDOR IN ACCORDANCE WITH AWS D1.1 STRUCTURAL WELDING CODE - STEEL. 7. HOT DIP GALVANIZING PER ASTM A153/ASTM A123. BARE STEEL IS ALSO AVAILABLE. 8. (2) 3/4" DIAMETER X 4 1/2" LONG GALVANIZED HEAVY HEX BOLT ASTM A325 AND (2) 3/4" GALVANIZED HEAVY HEX NUT ASTM A194 (GRADE 2H). 9. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES AC358 (IDEAL REPORT #ESR-3750) ACCEPTANCE CRITERIA FOR HELICAL FOUNDATION SYSTEMS AND DEVICES. � W 57/8 (TYP) 2 7/8" O.D. X 0.203" W.T. HELICAL LEADS & EXTENSIONS ICC-ES AC358 - REPORT #ESR-3750 � I I D4 D3 �p3 r D= SINGLE HELIX (SH) DOUBLE HELIX (DH) TRIPLE HELIX (TH) QUAD HELIX (QH) LEAD LEAD LEAD LEAD (EX: 278203SH[L][D3]X[T]G) (EX: 278203DH[L][D3D2]X[T]G) (EX: 278203TH[L][DiD2D3]X[T]G) (EX: 278203QH[L][WD2D3D4]X[T]G) 2% O.D. X 2 4 IDEAL PART # ABREVIATIONS: 0.203 W.T. 278 = SHAFT DIAMETER] 3 PITCH 203 = SHAFT WALL THICKNESS (TYP) EXT = EXTENSION FE = FLIGHTED EXTENSION 015/16 SH, DH, TH, QH = SINGLE, DOUBLE, TRIPLE, OR QUAD. HELIX [L] = SHAFT LENGTH IN FEET BOLT HOLE HELIX FORMED BY (EXAMPLE: 7' = 7) DETAIL PRESS DIE [D] = HELIX DIAMETER(S) IN INCHES DRAWN (EXAMPLE: 10" = 10) X— X (SEPARATES HELIX DIAMETER(S) AP 4/3/ 2 CHECKED LRS 4/7/ 2 AND HELIX THICKNESS) [T] — HELIX THICKNESS IDEAL MANUFACTURING, INC. (EXAMPLE: 3/8" = 38) 999 PICTURE PARKWAY G = GALVANIZED WEBSTER, NY 14580 800-789-4810 1 WWW.IDL-GRP.COM NOT TO SCALE ALL UNITS IN INCHES U.N.O. SmDCAL Group 278203 :NSION SINGLE HELIX (TENSION IPLE =LIX -AD CUT 45° TYPICAL PILE ASSEMBLY THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF IDEAL MANUFACTURING, INC. ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT WRITTEN PERMISSION OF IDEAL MANUFACTURING, INC. IS PROHIBITED. SHEET 1 OF 1 B W O N 14 of 29 PROJECT NO. SHEET NO. S211206-2XR PROJECT 24320 87th PI W, Edmonds, WA LONGITUDE SUBJECT Foundation Stabilization/Jacki ONE TWENTYO ENGINEERING & DESIGN BY PAM LOAD ANALYSIS: IBC 2018 - 1-Story Building 8.5' SPAN Piles 1-2 Roof LL (snow ground): 25 psf Floor LL: 40psf Floor/Roof DL: 15psf Wall DL: 12psf Roof Trib = 0.5"10' max span = 5' Floor Trib = 0.5"10' max span = 5' Typical Flr Ht = 12' x 1 stories = 12' wo, = 15psf*(5'+5')+12psf"12' = 0.30 klf wLL= 25psf"5'+40psf"5' = 0.35 klf w.L_,,,ow = D+L = 0.30kif + 0.35kif = 0.65 klf ws,, = 0.25 klf w.L+$te,,.A,,,µ. = D+L+Stem = 0.30kif + 0.35kif + 0.25kif = 0.90 klf 8.5' Span PpL = 0.3klf " 8.5' = 2.6 k 8.5' Span PLL = 0.35klf " 8.5' = 3.0 k 8.5' Span P,L_A,,,„, = 2.6k + 3.Ok = 5.6 k 8.5' Span P,,,,n=0.25klf " 8.5' = 2.2 k 8.5' Span P,L+gW _A,,,w = 2.6k + 3.Ok + 2.2k = 7.8 k Case 1: Point Load 8'-6" Span: (Cone Only) Pt Load = 8k Refer to attached calculations for analysis. Case 2: Uniform Load 8'-6" Span: (Cone Only) Uniform Load DL = 550 plf LL = 200 plf LL, (snow) = 130 plf Refer to attached calculations for analysis. DATE 01 /10/22 ---------------------- ----------------------- L/2 L/2 20 Per Plan NOTES: 1. Both uniform and point loads analyzed in the following calculations. Uniform loads are assumed to be standard due to load distribution from bearing walls, however, the additional point load is conservatively considered here for any major beam supports from above. 2. Maximum loading on the grade beam was determined by inspection of the building geometry and through conservative assumptions regarding span lengths and support wall/foundation. All concrete walls assumed full tributary span of floor and roof members. Conclusion: Based on the loading and geometry of the structure we conclude that the foundation may be stabilized through the use of piles and connections per R&R. These are to be attached to the stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than 8'-6". L120 ENGINEERING & DESIGN 15of29 LONGITUDE ONE TWENTY ENGINEERING & DESIGN PROJECT SUBJECT BY PAM LOAD ANALYSIS: IBC 2018 - 1-Story Building 8' SPAN Piles 3-4 Roof LL (snow ground): 25 psf Floor LL: 40psf Floor/Roof DL: 15psf Wall DL: 12psf Roof Trib = 0.5"12' max span = 6' Floor Trib = 0.5"10' max span = 5' Typical Flr Ht = 10' x 1 stories = 10' wo, = 15psf*(6'+5')+12psf"10' = 0.30 klf wLL= 25psf"6'+40psf"5' = 0.35 klf w.L_,,,ow = D+L = 0.30kif + 0.35kif = 0.65 kif ws,,, = 0.25 klf w.L+Ste,,.A,,,µ. = D+L+Stem = 0.30kif + 0.35kif + 0.25kif = 0.90 klf 8' Span PpL = 0.3klf " 8' = 2.4 k 8' Span PLL = 0.35klf " 8' = 2.8 k 8' Span P.L_A,,,„, = 2.4k + 2.8k = 5.2 k 8' Span P,t, ,=0.25klf " 8' = 2.0 k 8' Span P.L+S,Q,,.A,,,w = 2.4k + 2.8k + 2.Ok = 7.2 k Case 1: Point Load 8'-0" Span: (Cone Only) Pt Load = 8k Refer to attached calculations for analysis. Case 2: Uniform Load 8'-0" Span: (Cone Only) Uniform Load DL = 550 plf LL = 200 plf LL, (snow) = 150 plf Refer to attached calculations for analysis. PROJECT NO. SHEET NO. S211206-2XR 24320 87th PI W, Edmonds, WA Foundation Stabilization/Jacki DATE 01/10/22 ---------------------- ----------------------- L/2 L/2 20 Per Plan NOTES: 1. Both uniform and point loads analyzed in the following calculations. Uniform loads are assumed to be standard due to load distribution from bearing walls, however, the additional point load is conservatively considered here for any major beam supports from above. 2. Maximum loading on the grade beam was determined by inspection of the building geometry and through conservative assumptions regarding span lengths and support wall/foundation. All concrete walls assumed full tributary span of floor and roof members. Conclusion - Based on the loading and geometry of the structure we conclude that the foundation may be stabilized through the use of piles and connections per R&R. These are to be attached to the stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than 8'-0". Calculations show that supplemental channel is not required for this pile spacing, however it shall be installed at the contractors discretion where severe cracking is observed, or increased performance of the foundation is deemed necessary. Supplemental channel shall be C6x8.2 bolted to the existing foundation (connections per R&R), spanning pile -to -pile. L120 ENGINEERING & DESIGN 16of29 LONGITUDE ONE TWENTY ENGINEERING & DESIGN PROJECT NO. SHEET NO. S211206-2XR PROJECT 24320 87th PI W, Edmonds, WA SUBJECT Foundation Stabilization/Jacki BY PAM DATE 01/10/22 LOAD ANALYSIS: IBC 2018 - 1-Story Buildina 7' SPAN Piles 5-6 Roof LL (snow ground): 25 psf Floor LL: 40psf Floor/Roof DL: 15psf Wall DL: 12psf Roof Trib = 0.5*28' max span = 14' Floor Trib = 0.5*20' max span = 10' Typical Flr Ht = 10' x 1 stories = 10' wo, = 15psf*(14'+10')+12psf*10' = 0.50 klf wLL= 25psf*14'+40psf*10' = 0.75 klf w.L_,,,ow = D+L = 0.50kif + 0.75kif = 1.25 kif ws,,, = 0.25 klf w.L+Ste,,.A,,,µ. = D+L+Stem = 0.50kif + 0.75kif + 0.25kif = 1.50 kli 7' Span PpL = 0.5klf * 7' = 3.5 k 7' Span PLL = 0.75klf * 7' = 5.25 k 7' Span P.L_A,,,„, = 3.5k + 5.25k = 8.75 k 7' Span P,t,,=0.25klf * 7' = 1.75 k 7' Span P.L+S,Q,,.A,,,w = 3.5k + 5.25k + 1.75k = 10.5 k Case 1: Point Load 7'-0" Span: (Cone Only) Pt Load = 11 k Refer to attached calculations for analysis. Case 2: Uniform Load 7'-0" Span: (Cone Only) Uniform Load DL = 750 plf LL = 400 plf LL, (snow) = 350 plf Refer to attached calculations for analysis. ---------------------- ----------------------- L/2 L/2 20 Per Plan NOTES: 1. Both uniform and point loads analyzed in the following calculations. Uniform loads are assumed to be standard due to load distribution from bearing walls, however, the additional point load is conservatively considered here for any major beam supports from above. 2. Maximum loading on the grade beam was determined by inspection of the building geometry and through conservative assumptions regarding span lengths and support wall/foundation. All concrete walls assumed full tributary span of floor and roof members. Conclusion - Based on the loading and geometry of the structure we conclude that the foundation may be stabilized through the use of piles and connections per R&R. These are to be attached to the stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than 8'-0". Calculations show that supplemental channel is not required for this pile spacing, however it shall be installed at the contractors discretion where severe cracking is observed, or increased performance of the foundation is deemed necessary. Supplemental channel shall be C6x8.2 bolted to the existing foundation (connections per R&R), spanning pile -to -pile. L120 ENGINEERING & DESIGN 17 of 29 Project Number: Plan Name: Sheet Number: S211206-2XR 24320 87th P1 W, Edmonds Engineer: Subject: Date: PAM 2ft Unreinforced Conc Beam 1/10/2021 DEMAND CALCULATION number ofstories k 1stories span L 8.5 ft [max on -center pile spacing] concrete area A 216 in2 *see attached concrete self weight SW 250 pIf [Includes total height w/o ACI14 §14.5.1.7 redux] Pt DL DL 2.60 k = 8.5 ft * 946 [1-story loading] Pt LL LL 1.70 k = 8.5 ft * 980 [1-story loading] Pt LLr LLr 1.11 k = 8.5 ft * 100 [1-story loading] momentfrom DL MDL 7,783 lb-ft 93.4 k-in momentfrom LL MLL 3,613 lb-ft 43.4 k-in momentfrom SL MLLr 2,359lb-ft 28.3 k-in factored moment MLRFD 130.8 k-in 1.4DL MLRFD 195.6 k-in 1.2DL + 1.6LL + 0.55L MLRFD 200.7 Wn 1.2DL+ 1.6SL+ LL controlling factored moment M" 200.7 k-in factored shear VLRFD 3.3 k 1.4DL VLRFD 4.5k 1.2DL + 1.6LL + 0.55L VLRFD 4.6 k 1.2DL+ 1.6SL+ LL controlling factored shear V. 4.6 It controlling factored bearing B„ 4.6 It [R=V for SS beam] STRENGTH CALCULATION concrete strength f'c 2.5 ksi assumed light wt concrete mod. factor X 1 normal weight concrete flexure strength red. factor brie. 0.9 tension -controlled ACI14 [Table 21.2.11 shear strength red. factor Chew 0.75 ACI14 [Table 21.2.11 bearing strength red. factor bearing 0.65 ACI14 [Table 21.2.11 moment ofineritio 1„„ 11,016 in4 *see attached elastic section modulus Sm 1,001 in3 *see attached tens fiber to NA c 11.0 in *see attached nom flexure strength (T controls) Mn 250.4 k-in M. = SdV_fTcS,n ACI 318-14 [Eq. 14.5.2.1a] nom flexure strength(C controls) M„ 2,128.1 k-in M, 0.85f'S, ACI 318-14[Eq. 14.5.2.1b] RESIDENTIAL CONCRETE M„ 375.5 k-in Mn = 7.551Ff7cS,n CONTROLS ACI 332-14 [Eq. 8.2.1.1] flexure strength M" > Mu OK D/C= 59.38% 338.0 k-in nom shear strength Vr, 14.4 k Vn = 3 AVfTc * A ACI14 [Table 14.5.5.1(a)] shear strength On > Vu OK D/C= 42.34% 10.8 k loaded bearing area A, 74 in2 [IDEAL 2-7/8" Tru-Force Underpinning Bracket] supporting surface bearing area Az 74 in2 [If the supporting surface is > than loaded area] nom bearing strength B„ 156.6 k 0.85f'At ACI14 [Table 14.5.6.1(c)] bearing strength 4)k > Bu OK D/C= 4.49% 101.8 It Additional Verification Calc: max concrete tensile strength fr 375 psi f = 7.5A max beam tensile stress Ft 200 psi Fr = (M * c)/ Ixx fr > Ft 0K ACI 14 [Eq. 19.2.3.11 18 of 29 Project Number: Plan Name: Sheet Number: S211206-2XR 24320 87th P1 W, Edmonds Engineer: Subject: Date: PAM 2ft Unreinforced Conc Beam 1/10/2021 Final Section Prooerties Total Area 216.0 in"2 Ixx 11,016.0 in14 Sxx : - Y 1,001.45 in13 lyy 1,631 .93 in14 8xx : +Y 847.38 in13 Calculated final C_G. distance from Datum : X cq Dim. = 0.0 in Zxx 1,349.99 in"3 Syy ' - X 271.988 in13 8YY +]S 271.988 in 3 Y cg Dist. 0.0 in ZYY 504.0 in13 Edge Dislances from CG.: r xx 7.141 in +X 6.0 in +Y 13.0 in r yy L749 In -x -6.0In -Y In Rotation of All Components @ . 0.00 deg CCW y Per AC114 §14.5.1.7 General Shapes - 1 : #1 xcg = Q.600 in Ycg = a.p00 in Rotation = 0 deg GGW Top Flange Widln = 5.000in Tap Flange Thick = 8.400in Wed Thickness = 8.400in Bottom Flange Wid 12.000in Boltom Flange Thii 6.000in Top Height = 24WOin 19 of 29 Project Number: Plan Name: Sheet Number: S211206-2XR 24320 87th P1 W, Edmonds Engineer: Subject: Date: PAM 2ft Unreinforced Conc Beam 1/10/2021 DEMAND CALCULATION number ofstories k 1stories span L 7.0 ft [max on -center pile spacing] concrete area A 216 in2 *see attached concrete self weight SW 250 pIf [Includes total height w/o ACI14 §14.5.1.7 redux] Pt DL DL 3.50 k = 7.0 ft * 946 [1-story loading] Pt LL LL 2.80 k = 7.0 ft * 980 [1-story loading] Pt LLr LLr 2.50 k = 7.0 ft * 100 [1-story loading] momentfrom DL MDL 7,656lb-ft 91.9 k-in momentfrom LL MLL 4,900lb-ft 58.8 k-in momentfrom SL MLLr 4,375 lb-ft 52.5 k-in factored moment MLRFD 128.6 k-in 1.4DL MLRFD 230.6k-in 1.2DL + 1.6LL + 0.55L MLRFD 253.1 k-in 1.2DL+ 1.6SL+ LL controlling factored moment Mu 253.1 Wn factored shear VLRFD 3.7 k 1.4DL VLRFD 6.0k 1.2DL + 1.6LL + 0.55L VLRFD 6.6 k 1.2DL+ 1.6SL+ LL controlling factored shear V. 6.6 It controlling factored bearing B„ 6.6 It [R=V for SS beam] STRENGTH CALCULATION concrete strength f'c 2.5 ksi assumed light wt concrete mod. factor X 1 normal weight concrete flexure strength red. factor brie. 0.9 tension -controlled ACI14 [Table 21.2.11 shear strength red. factor Chew 0.75 ACI14 [Table 21.2.11 bearing strength red. factor bearing 0.65 ACI14 [Table 21.2.11 moment ofineritio 1„„ 11,016 in4 *see attached elastic section modulus Sm 1,001 in3 *see attached tens fiber to NA c 11.0 in *see attached nom flexure strength (T controls) Mn 250.4 k-in M. = SdV_fTcS,n ACI 318-14 [Eq. 14.5.2.1a] nom flexure strength(C controls) Mn 2,128.1 k-in M, 0.85f'S, ACI 318-14[Eq. 14.5.2.1b] RESIDENTIAL CONCRETE Mn 375.5 k-in Mn = 7.551Ff7cS,n CONTROLS ACI 332-14 [Eq. 8.2.1.1] flexure strength Mn > Mu OK D/C= 74.87% 338.0 k-in nom shear strength Vn 14.4 k Vn = 33,VfTc * A ACI14 [Table 14.5.5.1(a)] shear strength On > Vu OK D/C= 60.65% 10.8 k loaded bearing area A, 74 in2 [IDEAL 2-7/8" Tru-Force Underpinning Bracket] supporting surface bearing area Az 74 in2 [If the supporting surface is > than loaded area] nom bearing strength Bn 156.6 k 0.85f'At ACI14 [Table 14.5.6.1(c)] bearing strength 4)Bn > Bu OK D/C= 6.43% 101.8 It Additional Verification Calc: max concrete tensile strength fr 375 psi f = 7.5A max beam tensile stress Ft 253 psi Fr = (M * c)/ Ixx fr > Ft 0K ACI 14 [Eq. 19.2.3.11 20 of 29 Project Number: Plan Name: Sheet Number: S211206-2XR 24320 87th P1 W, Edmonds Engineer: Subject: Date: PAM 2ft Unreinforced Conc Beam 1/10/2021 Final Section Prooerties Total Area 216.0 in"2 Ixx 11,016.0 in14 Sxx : - Y 1,001.45 in13 lyy 1,631 .93 in14 8xx : +Y 847.38 in13 Calculated final C_G. distance from Datum : X cq Dim. = 0.0 in Zxx 1,349.99 in"3 Syy ' - X 271.988 in13 8YY +]S 271.988 in 3 Y cg Dist. 0.0 in ZYY 504.0 in13 Edge Dislances from CG.: r xx 7.141 in +X 6.0 in +Y 13.0 in r yy L749 In -x -6.0In -Y In Rotation of All Components @ . 0.00 deg CCW y Per AC114 §14.5.1.7 General Shapes - 1 : #1 xcg = Q.000 in Ycg = a.p00 in Rotation = 0 deg GGW Top Flange Widln = 5.000in Tap Flange Thick = 8.000in Wed Thickness = 8.400in Bottom Flange Wid 12.000in Boltom Flange Thii 6.000in Top Height = 24WOin 21 of 29 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06011993 L120 Engineering and Design DESCRIPTIO 8ft + 3ft cantilever Concrete Beam w/ Channel - Max Uniform Load CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties f'c = 2.50 ksi Phi Values Flexure: 0.90 8" 1/2 fr = fc 7.50 = 375.0 psi Shear : 0.750 C6x8.2 yr Density = 145.0 pcf R 1 = 0.850 LtWt Facto = 1.0 5/8"Ox4" Titen HD Elastic Modulu= 3,122.0 ksi Fy - Stirrups 36.0 ksi Screw Anchor@ 18"oc fy -Main Reba- 36.0 ksi E Reba- 2 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # 3 26" (1)#E=AREAEQUIV. "maxNu -Main ,000.0 -�� ber of Resisting Legs Per Stirrup = 2 C6x8. f, EQUIV. C6x8.2 = 36ksi 12" D(3a L(34 S(2 rb D(3) L�3) S(1) a d Loading is conservative and therefore has not been reduced for loads calculated on previous page. wx26"h1 8"wx26"h Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 8.0 in, Total Height = 26.0 in, Top Flange Width = 12.0 in, Flange Thickness = 8.0 in Span #1 Reinforcing.... 1-#14 at 13.0 in from Bottom, from 0.0 to 3.0 ft in this span Span #2 Reinforcing.... 1-#14 at 13.0 in from Bottom, from 0.0 to 8.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 3.0, L = 3.0, S = 2.0 k/ft, Tributary Width = 1.0 ft, (Loading from above (2-story) - Uniform load (Max)) Load for Span Number 2 Uniform Load : D = 3.0, L = 3.0, S = 1.0 k/ft, Tributary Width = 1.0 ft, (Loading from above (2-story) - Uniform load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.827 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.004 in Ratio = 23027 >=36i Mu : Applied 53.333 k-ft Max Upward Transient Deflection -0.002 in Ratio = 34286 >=36i Mn * Phi : Allowable 64.502 k-ft Max Downward Total Deflection 0.012 in Ratio = 8059 >=241 Max Upward Total Deflection -0.007 in Ratio = 10554 >=241 Location of maximum on span 4.604 ft Span # where maximum occurs Span # 2 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 49.874 21.456 Overall MINimum 11.125 2.875 +D+H 24.515 11.143 +D+L+H 47.203 21.456 +D+Lr+H 24.515 11.143 +D+S+H 35.640 14.018 22 of 29 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO 8ft + 3ft cantilever Concrete Beam w/ Channel - Max Uniform Load Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0.750L+H 41.531 18.878 +D+0.750L+0.750S+H 49.874 21.034 +D+0.60W+H 24.515 11.143 +D+0.70E+H 24.515 11.143 +D+0.750Lr+0.750L+0.450W+H 41.531 18.878 +D+0.750L+0.750S+0.450W+H 49.874 21.034 +D+0.750L+0.750S+0.5250E+H 49.874 21.034 +0.60D+0.60W+0.60H 14.709 6.686 +0.60D+0.70E+0.60H 14.709 6.686 D Only 24.515 11.143 L Only 22.687 10.312 S Only 11.125 2.875 H Only Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'6uggest +1.20D+1.60L+0.50S+1.60H 1 0.00 13.00 -0.00 0.00 0.00 1.00 11.63 Vu < PhiVC/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.07 13.00 -0.71 0.71 0.03 1.00 11.63 Vu < PhiVC/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.15 13.00 -1.42 1.42 0.10 1.00 11.63 Vu < PhiVc/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.22 13.00 -2.14 2.14 0.24 1.00 11.63 Vu < PhiVc/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.29 13.00 -2.85 2.85 0.42 1.00 11.63 Vu < PhiVc/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.37 13.00 -3.56 3.56 0.65 1.00 11.63 Vu < PhiVC/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.44 13.00 -4.27 4.27 0.94 1.00 11.63 Vu < PhiVc/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.51 13.00 -4.98 4.98 1.28 1.00 11.63 Vu < PhiVc/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.59 13.00 -5.70 5.70 1.67 1.00 11.63 Vu < PhiVc/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.66 13.00 -6.41 6.41 2.12 1.00 11.63 PhiVc/2 < Vu <= )t Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.73 13.00 -7.12 7.12 2.62 1.00 11.63 PhiVc/2 < Vu <= )t Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.81 13.00 -7.83 7.83 3.16 1.00 11.63 PhiVc/2 < Vu <= )t Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.88 13.00 -8.54 8.54 3.77 1.00 11.63 PhiVc/2 < Vu <= )t Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.96 13.00 -9.25 9.25 4.42 1.00 11.63 PhiVc/2 < Vu <= )t Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.03 13.00 -9.97 9.97 5.13 1.00 11.63 PhiVc/2 < Vu <= )t Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.10 13.00 -10.68 10.68 5.88 1.00 11.63 PhiVc/2 < Vu <= )t Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.18 13.00 -11.39 11.39 6.69 1.00 11.63 PhiVc/2 < Vu <= )t Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.25 13.00 -12.10 12.10 7.56 1.00 11.63 PhiVc < Vu 0.4739 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.32 13.00 -12.81 12.81 8.47 1.00 11.63 PhiVc < Vu 1.186 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.40 13.00 -13.53 13.53 9.44 1.00 11.63 PhiVc < Vu 1.898 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.47 13.00 -14.24 14.24 10.46 1.00 11.63 PhiVc < Vu 2.610 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.54 13.00 -14.95 14.95 11.53 1.00 11.63 PhiVc < Vu 3.322 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.62 13.00 -15.66 15.66 12.66 1.00 11.63 PhiVc < Vu 4.033 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.69 13.00 -16.37 16.37 13.83 1.00 11.63 PhiVc < Vu 4.745 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.76 13.00 -17.09 17.09 15.06 1.00 11.63 PhiVc < Vu 5.457 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.84 13.00 -17.80 17.80 16.35 1.00 11.63 PhiVc < Vu 6.169 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.91 13.00 -18.51 18.51 17.68 1.00 11.63 PhiVc < Vu 6.881 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.98 13.00 -19.22 19.22 19.06 1.00 11.63 PhiVc < Vu 7.593 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.06 13.00 -19.93 19.93 20.50 1.00 11.63 PhiVc < Vu 8.305 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.13 13.00 -20.65 20.65 21.99 1.00 11.63 PhiVc < Vu 9.017 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.20 13.00 -21.36 21.36 23.54 0.98 11.56 PhiVc < Vu 9.80 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.28 13.00 -22.07 22.07 25.13 0.95 11.42 PhiVc < Vu 10.646 30.7 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.35 13.00 -22.78 22.78 26.78 0.92 11.30 PhiVc < Vu 11.483 30.6 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.42 13.00 -23.49 23.49 28.48 0.89 11.18 PhiVc < Vu 12.313 30.5 6.3 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.50 13.00 -24.21 24.21 30.23 0.87 11.07 PhiVc < Vu 13.136 30.4 5.9 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.57 13.00 -24.92 24.92 32.04 0.84 10.96 PhiVc < Vu 13.952 30.3 5.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.64 13.00 -25.63 25.63 33.89 0.82 10.87 PhiVc < Vu 14.763 30.2 5.2 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.72 13.00 -26.34 26.34 35.80 0.80 10.77 PhiVc < Vu 15.568 30.1 5.0 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.79 13.00 -27.05 27.05 37.76 0.78 10.68 Vs>(4bdfc^.5) 16.369 49.3 3.3 2.0 23 of 29 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06011993 L120 Engineering and Design DESCRIPTIO 8ft + 3ft cantilever Concrete Beam w/ Channel - Max Uniform Load Detailed Shear Information Load Combination Span Distance 'd' Number (ft) (in) Vu Actual (k) Design Mu (k-ft) d*Vu/Mu Phi*Vc (k) Comment Phi*Vs (k) Phi*Vn Spacing (in) (k) Req'diuggest +1.20D+1.60L+0.50S+1.60H 1 2.87 13.00 -27.76 27.76 39.78 0.76 10.60 Vs>(4bdfc^.5) 17.165 49.2 3.3 2.0 +1.20D+1.60L+0.50S+1.60H 1 2.94 13.00 -28.48 28.48 41.84 0.74 10.52 Vs>(4bdfc^.5) 17.956 49.1 3.3 2.0 +1.20D+1.60L+0.50S+1.60H 2 3.03 13.00 41.91 41.91 42.23 1.00 11.63 Vs>(4bdfc^.5) 30.282 50.2 2.6 2.0 +1.20D+1.60L+0.50S+1.60H 2 3.23 13.00 40.11 40.11 34.20 1.00 11.63 Vs>(4bdfc^.5) 28.481 50.2 2.7 2.0 +1.20D+1.60L+0.50S+1.60H 2 3.42 13.00 38.31 38.31 26.52 1.00 11.63 Vs>(4bdfc^.5) 26.681 50.2 2.9 2.0 +1.20D+1.60L+0.50S+1.60H 2 3.62 13.00 36.51 36.51 19.19 1.00 11.63 Vs>(4bdfc^.5) 24.880 50.2 3.1 2.0 +1.20D+1.60L+0.50S+1.60H 2 3.82 13.00 34.71 34.71 12.21 1.00 11.63 Vs>(4bdfc^.5) 23.080 50.2 3.3 2.0 +1.20D+1.60L+0.50S+1.60H 2 4.01 13.00 32.91 32.91 5.59 1.00 11.63 Vs>(4bdfc^.5) 21.279 50.2 3.3 2.0 +1.20D+1.60L+0.50S+1.60H 2 4.21 13.00 31.11 31.11 0.69 1.00 11.63 Vs>(4bdfc^.5) 19.479 50.2 3.3 2.0 +1.20D+1.60L+0.50S+1.60H 2 4.40 13.00 29.31 29.31 6.60 1.00 11.63 Vs>(4bdfc^.5) 17.678 50.2 3.3 2.0 +1.20D+1.60L+0.50S+1.60H 2 4.60 13.00 27.51 27.51 12.17 1.00 11.63 Vs>(4bdfc^.5) 15.878 50.2 3.3 2.0 +1.20D+1.60L+0.50S+1.60H 2 4.80 13.00 25.71 25.71 17.38 1.00 11.63 PhiVc < Vu 14.077 30.9 5.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 4.99 13.00 23.91 23.91 22.24 1.00 11.63 PhiVc < Vu 12.277 30.9 6.3 4.0 +1.20D+1.60L+0.50S+1.60H 2 5.19 13.00 22.11 22.11 26.75 0.90 11.19 PhiVc < Vu 10.918 30.5 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 5.38 13.00 20.30 20.30 30.90 0.71 10.41 PhiVc < Vu 9.892 29.7 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 5.58 13.00 18.50 18.50 34.70 0.58 9.85 PhiVc < Vu 8.657 29.2 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 5.78 13.00 16.70 16.70 38.15 0.47 9.41 PhiVc < Vu 7.293 28.7 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 5.97 13.00 14.90 14.90 41.25 0.39 9.06 PhiVc < Vu 5.842 28.4 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 6.17 13.00 13.10 13.10 43.99 0.32 8.77 PhiVc < Vu 4.332 28.1 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 6.36 13.00 11.30 11.30 46.38 0.26 8.52 PhiVc < Vu 2.779 27.8 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 6.56 13.00 9.50 9.50 48.42 0.21 8.31 PhiVc < Vu 1.195 27.6 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 6.76 13.00 7.70 7.70 50.11 0.17 8.11 PhiVc/2 < Vu <_ )t Reqd 9.E 8.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 6.95 13.00 5.90 5.90 51.44 0.12 7.93 PhiVc/2 < Vu <_ )t Reqd 9.E 7.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 7.15 13.00 4.10 4.10 52.42 0.08 7.77 PhiVc/2 < Vu <_ )t Reqd 9.E 7.8 0.0 0.0 +1.20D+0.50L+1.60S+1.60H 2 7.34 13.00 2.44 2.44 37.84 0.07 7.70 Vu < PhiVc/2 A Reqd 9.E 7.7 0.0 0.0 +1.20D+0.50L+1.60S+1.60H 2 7.54 13.00 1.07 1.07 38.18 0.03 7.54 Vu < PhiVc/2 A Reqd 9.E 7.5 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 2 7.73 13.00 -1.50 1.50 51.21 0.03 7.54 Vu < PhiVc/2 A Reqd 9.E 7.5 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 2 7.93 13.00 -3.20 3.20 50.75 0.07 7.70 Vu < PhiVc/2 A Reqd 9.E 7.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 8.13 13.00 -4.90 4.90 52.03 0.10 7.84 PhiVc/2 < Vu <_ )t Reqd 9.E 7.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 8.32 13.00 -6.70 6.70 50.89 0.14 8.01 PhiVc/2 < Vu <_ )t Reqd 9.E 8.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 8.52 13.00 -8.50 8.50 49.40 0.19 8.20 PhiVc < Vu 0.3065 27.5 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 8.71 13.00 -10.30 10.30 47.56 0.23 8.40 PhiVc < Vu 1.903 27.7 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 8.91 13.00 -12.10 12.10 45.36 0.29 8.63 PhiVc < Vu 3.475 27.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 9.11 13.00 -13.90 13.90 42.81 0.35 8.89 PhiVc < Vu 5.010 28.2 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 9.30 13.00 -15.71 15.71 39.91 0.43 9.21 PhiVc < Vu 6.497 28.5 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 9.50 13.00 -17.51 17.51 36.66 0.52 9.59 PhiVc < Vu 7.913 28.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 9.69 13.00 -19.31 19.31 33.06 0.63 10.08 PhiVc < Vu 9.227 29.4 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 9.89 13.00 -21.11 21.11 29.10 0.79 10.73 PhiVc < Vu 10.381 30.0 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 10.09 13.00 -22.91 22.91 24.78 1.00 11.63 PhiVc < Vu 11.278 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 10.28 13.00 -24.71 24.71 20.12 1.00 11.63 PhiVc < Vu 13.079 30.9 5.9 4.0 +1.20D+1.60L+0.50S+1.60H 2 10.48 13.00 -26.51 26.51 15.10 1.00 11.63 PhiVc < Vu 14.879 30.9 5.2 4.0 +1.20D+1.60L+0.50S+1.60H 2 10.67 13.00 -28.31 28.31 9.73 1.00 11.63 Vs>(4bdfc^.5) 16.680 37.4 3.3 3.0 +1.20D+1.60L+0.50S+1.60H 2 10.87 13.00 -30.11 30.11 4.01 1.00 11.63 Vs>(4bdfc^.5) 18.480 37.4 3.3 3.0 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 3.000 -43.25 69.33 0.62 Span # 2 2 8.000 53.33 64.50 0.83 +1.40D+1.60H Span # 1 1 3.000 -20.26 69.33 0.29 Span # 2 2 8.000 26.81 64.50 0.42 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 3.000 -38.79 69.33 0.56 Span # 2 2 8.000 51.34 64.50 0.80 24 of 29 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06011993 L120 Engineering and Design DESCRIPTIO 8ft + 3ft cantilever Concrete Beam w/ Channel - Max Uniform Load Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio + 1. 2 0 D + 1. 60 L+0. 50 S + 1. 60 H Span # 1 1 3.000 -43.25 69.33 0.62 Span # 2 2 8.000 53.33 64.50 0.83 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 3.000 -24.06 69.33 0.35 Span # 2 2 8.000 31.84 64.50 0.49 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 3.000 -17.36 69.33 0.25 Span # 2 2 8.000 22.98 64.50 0.36 + 1.2 0 D +0.50 L+ 1.60 S + 1.60 H Span # 1 1 3.000 -38.34 69.33 0.55 Span # 2 2 8.000 38.26 64.50 0.59 +1.20D+1.60S+0.50W+1.60H Span # 1 1 3.000 -31.65 69.33 0.46 Span # 2 2 8.000 -31.90 69.33 0.46 + 1.20 D+0.50 L r+0.50 L+W + 1.60 H Span # 1 1 3.000 -24.06 69.33 0.35 Span # 2 2 8.000 31.84 64.50 0.49 + 1.20 D+0.50 L+0.50 S+W + 1.60 H Span # 1 1 3.000 -28.52 69.33 0.41 Span # 2 2 8.000 33.84 64.50 0.52 + 1.20 D+0.50 L+0.20 S+E+ 1.60 H Span # 1 1 3.000 -25.84 69.33 0.37 Span # 2 2 8.000 32.64 64.50 0.51 +0.90D+W+0.90H Span # 1 1 3.000 -13.02 69.33 0.19 Span # 2 2 8.000 17.24 64.50 0.27 +0.90D+E+0.90H Span # 1 1 3.000 -13.02 69.33 0.19 Span # 2 2 8.000 17.24 64.50 0.27 Overall Maximum Deflections Load Combination Span Max. "-" Defl (in) .ocation in Span (ft Load Combination \lax. "+" DO (invocation in Span (ft +D+L+H 1 0.0004 3.114 +D+L+H -0.0068 0.000 +D+L+H 2 O.0119 4.229 0.0000 0.000 25 of 29 Appendix Parcel Details & Photographs 26 of 29 nod' om 1 h Online Government Information S Sarvicea County4O Washington Property Account Summary 1 /7/2022 Parcel Number 100665900000200 jProperty Address 124320 87TH PL W, EDMONDS, WA 98026-9005 General Information Property Description OLYMPIC COURT BLK 000 D-00 - LOT 2 SUBJ ESE PUD & GEN TEL Property Category Land and Improvements Status Active, Locally Assessed Tax Code Area 00227 Property Characteristics I jUse Code 1111 Single Family Residence - Detached I Unit of Measure Acres) Related Properties No Related Properties Found Parties Role Percent Name Address Taxpayer 100 SCOVILLE CHRISTINE 24320 87TH PL W, EDMONDS, WA 98026 B/DAVID Owner 100 SCOVILLE CHRISTINE B 24320 87TH PL W, EDMONDS, WA 98026- & DAVID 9005 United States Property Values Value Type Tax Year 2021 Tax Year 2020 Tax Year 2019 Tax Year Tax Year 2018 2017 Taxable Value Regular $552,200 $524,200 $494,000 $386,200 $336,700 Exemption Amount Regular Market Total $552,200 $524,200 $494,000 $386,200 $336,700 Assessed Value $552,200 $524,200 $494,000 $386,200 $336,700 Market Land $361,800 $344,400 $316,200 $269,700 $233,800 Market Improvement $190,400 $179,800 $177,800 $116,500 $102,900 Personal Property Active Exemptions No Exemptions Found Events Effective Entry Date -Time Type Remarks Date 12/30/2016 12/30/2016 Excise Temporary Excise: T051327 Finalized to: E078525 13:11:45 Processed 12/15/2016 01/31/2017 Owner Property Transfer Filing No.: E078525 12/15/2016 by sasamp 17:13:00 Terminated 12/15/2016 01/31/2017 Owner Added Property Transfer Filing No.: E078525 12/15/2016 by sasamp 27 of 29 17:13:00 12/15/2016 12/30/2016 �13:11:00 Excise Property Transfer Filing No.: T051327, submitted by eREET 12/15/2016 by �ASCEREET Processed ax Balance I Distribution of Current Taxes I District Rate Amount Voted Amount Non -Voted Amount CENTRAL PUGET SOUND REGIONAL TRANSIT AUT 0.20 $108.83 $0.00 $108.83 CITY OF EDMONDS 1.26 $697.81 $197.39 $500.42 EDMONDS SCHOOL DISTRICT NO 15 2.80 $1,545.51 $1,545.51 $0.00 PUB HOSP #2 0.06 $34.11 $0.00 $34.11 SNO-ISLE INTERCOUNTY RURAL LIBRARY 0.42 $234.36 $0.00 $234.36 SNOHOMISH COUNTY-CNT 0.64 $351.30 $0.00 $351.30 STATE 2.83 $1,560.17 $0.00 $1,560.17 SNOHOMISH CONSERVATION DISTRICT 1 $8.02 $0.00 $8.02 TOTAL 8.21 $4,540.11 $1,742.90 $2,797.21 Pending Property Values I Pending Tax Year Market Land Value Market Improvement Value Market Total Value Current Use Land Value Current Use Improvement Current Use Total Value 2022 $438,400.00 $182,900.00 $621,300.00 $0.00 $0.00 $0.00 Levy Rate History Tax Year Total Levy Rate 2021 8.207334 2020 9.276512 2019 9.204494 Real Property Structures I Description iType Year Built More Information 1 Story w/Basement IDwelling 11930 IView Detailed Structure Information Receipts Date Receipt No. Amount Tendered Amount Due 10/26/2021 00:00:00 11907095 $2,270.06 $2,270.06 04/27/2021 00:00:00 11634060 $2,270.05 $4,540.11 10/26/2020 00:00:00 11289441 $2,435.38 $2,435.38 04/17/2020 00:00:00 10987655 $2,435.38 $4,870.76 10/24/2019 00:00:00 10696147 $2,277.02 $2,277.02 04/18/2019 00:00:00 10399346 $2,277.01 $4,554.03 10/22/2018 00:00:00 10138209 $2,060.67 $2,060.67 04/20/2018 00:00:00 9878396 $2,060.66 $4,121.33 10/27/2017 00:00:00 9611670 $1,715.25 $1,715.25 04/19/2017 00:00:00 9313521 $1,715.251 $3,430.50 Sales History Sale Date Entry Date Transfer Other Grantor(Seller Grantee(Buye Type I Parcels Recording Date Recording Number Sale Amount Excise Number Deed Type SUMMERS SCOVILLE 12/15/2016 12/30/2016 12/15/2016 $443,931.00 E078525 W S ANDREW & CHRISTINE B & No LILY B DAVID Property Maps Neighborhood Code ITownship IRange Isection Quarter Parcel Map 28 of 29 F- i ,%' Existing building plan provided by Snohomish County records for Parcel #: 00665900000200 for address: 24320 87th PI W, Edmonds, WA 98026 Note that analysis assumptions such as building geometry, tributary areas, and loading were determined through examination of these photographs and industry knowledge of standard construction practices. -L120 29 of 29 Photographs provided by R&R. Note that analysis assumptions such as building geometry, tributary areas, and loading were determined through examination of these photographs and industry knowledge of standard construction practices. -L120