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REVIEWED BLD-BLD2021-0753+Structural_Analysis_or_Calculations+6.2.2021_11.36.38_AM+22277631 of 31 LONGITUDE ONE TWENTY° ENGINEERING & DESIGN REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT ............. .,...,. calculation Package for Foundation Stabilization/Left STRUCTURAL ENGINEER L120 ENGINEERING & DESIGN 1315091"PLNE KIRKLAND, WA 98034-5901 603 Walnut St, Edmonds, WA 98020 Project No: S210517-1XR May 31, 2021 .•"•••. .'S�. T �. S�QNAL E�.• '•is Prepared for: R&R Foundation Specialist 3409 McDougall Ave, suite 204 Everett, WA 98201 P: 425.760.5071 CONTACT: MANS THURFJELL, PE EMAIL: MTHURFJELL@L120ENGINEERING.COM PHONE: (425) 636-3313 RECEIVED Jun 03 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT LT 'ENGINEERING&DESK ,. (425) 636-3313 L120Engineering.com `m 9 0 U W as J p_ NO Z M m U II II II II 7.5' 22.5' 0 m N v m in of w m M n m 7 o in c6 ❑ LU DO N W z 0- ow J ❑ z a❑ ;D a N W U �0 a N N N - N ,S'ZZ L 'O X'dW 00 ,.0-.L @7 S311d (Z) R&R LEVEL SURVEY SEE STRUCTURAL CALCULATION PACKAGE FOR ADDITIONAL REQUIREMENTS (E) RESIDENCE 4116TH AVE S, m or EDMONDS, WA 98020 zw . r3 _-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_-_. PROPERTY LINE 3Q •-10J'p" ............. wi I �I i ^ z I i. SITE PLANcn l Lu L11 wig a. ` iq w.� > o Q = i Lo y12,-0"' 'II I I I i I I I I D ------------ I I I o i _-_-_-_-_-_-_-_-_-_-_-_ i PROPE_RTYLINE 4 —DRAINAGE—DRAINAGE— ❑ — WATER —WATER —WATER — WATER — WATER — WATER — WATER — WATER — WATER — WATER — WATER —WATER — WALNUT ST OVERALL PARCEL PLAN NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS. AREA OF WORK SITE PLAN LEGEND EXISTING RESIDENCE STRUCTURE EXISTING ADJACENTSTRUCTURE ANI� AREA OF PROPOSED WORK ---' 1 ; - PROPERTY LINE APPROXIMATE DIMENSION SITE PLAN NOTES PARCEL NO. 00434209403700 LEGAL DESCRIPTION CITY OF EDMONDS BLK 094 D-00 - S112 OF W1/2 OF LOT 37 & S112 OF LOTS 38-39-00 OWNER NAME & ADDRESS CECIL VICTORIA J 419 6TH AVE S, EDMONDS, WA 98020 1. VERIFY EXISTING STRUCTURES AND ALL DIMENSIONS ON SITE. 2, FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WAIL PER R&R FOUNDATION SPECIALIST (R&R) LEVEL SURVEY. 3. REFER TO STRUCTURAL CALCUTATXWOPACKAGEBY L120 DATED MY 31, MI, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, ANDREQUIREMENTS. 4. LEVELSURVEYPER RIR PROPOSAL DATED APRIL 13,421. REFER TO STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND ADDITIONAL REQUIREMENTS FOR LEVEL SURVEY. 5. PARCEL DIMENSIONS APPROXIMATED BY SNOHOMISH COUNTY ASSESSOR GIS MAPPING TOOLS&TAXSIFTER INCLUDING THE SELECTED PARCEL PROPERTY DIMENSIONS ARE APPROXIMATE FOR REPRESENTATIVE PURPOSES ONLY. NOT TO SCALE. NOT TO BE USED FOR LEGAL PURPOSES OR IN PLACE OF A FIELD SURVEY. 6. SITE FEATURES AND SOME EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY. PILE SPACING A LOAD REQUIRMENTS TABLE PILES n,LE PE MAXO.C.SPACING.R MIN VERTICAL CAPACITY. Mpg PROOF TESTING LOAD, Mp. LOCATION - BTINN PILES I END OFFSET ALLOWABLE LOADING ' MINVERTICALCAPACITY (MIN ULTIMATECAPACDY) HMtod HELICAL PER RAN PERRAN 18.Okip 32.0kp PER PLAN Concentric M&2 ORNEN PER RAN PER RAN 18DNp 32.01up PERRAN C.,.*. a" DRIVEN PER RAN PERRAN I 140Mp 28.0IIip PER RAN NOTES: a. MINIMUMAND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BYINCLUDING PILE MANUFACTURER. THE MINIMUM THE 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 S ANY PART ALL THICKNESS THE PILE ASSEMBLY . MAXIMUM INSTALLATIONTORQUE RATING R UPON N FOR A TINCHDIAMETERHELICALPILE WITH CAPACITY FOR TRL-FORCE BR N. FOR HELICAL PILES, PER IDEAL GROUP DWG NO.: TlBTFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 2TIB' TRUFORCE UNDERPINNING BRACKET IS LIMITED T0SEVELI. c. CO CAL ENTRIC DRIVEN ASMANUFACTUREDBYED BY M4NIL-LOC SYSTEMS, INC., IN ACCORDANCE WITH EH ESRD. E. CONCENTRICDRIVEN SNOT TO EXCEED CAPACILOCSYSTEMS,NED B ACCORDANCE WITHR FOR 1. e. PILE ORANCHOR ENLOADS NOTTO EXCEED MAXIMUM CAPACITY ALL DETERMINED BY THE MANUFACTURER FOR MY PART OF THE ASSEMBLY. 1. MAXIMUM ON -CENTER SPACING LISTED FORTYPIG4L PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN. SITE PLAN PRO]ECT NAME 603 WALNUT ST, EDMONDS, WA 98020 PRO]ELT NUMBER S210517-1XR FY MRT 0513112021 3of31 PROJECT NO. SHEET NO. S210517-1 PROJECT 603 WALNUT ST, EDMONDS, WA 98020 LONGITUDE SUBJECT Foundation Stabilization/Jacki ONE TWENTYO ENGINEERING & DESIGN FY DATE 05/31 /2021 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 T-0" on -center at the locations indicated on the attached Level Survey in accordance with SSK-02. Helical piles are to be under the post, location indicated on the attached Level Survey. Piles to be installed with isolated pad footings in accordance with SSK-01. - End piles are to be placed as close to corners as possible and shall not exceed a max corner offset distance as per plan. - A maximum allowable loading of 2,270 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: Helical Piles#1-4:.................................................................. 16.0 kip minimum vertical capacity (allowable load) Concentric Piles#1&2:......................................................... 14.0 kip minimum vertical capacity (allowable load) Concentric Piles#3&4:......................................................... 14.0 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 April 13, 2021, provided by R&R. To the knowledge of L120, a geotechnical investigation was not performed on this site. Consequently, all structural recommendations assume adequate soil conditions to obtain the required pile capacities. 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 4of31 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 INTERNATIONAL BUILDING CODE (IBC). THE MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD. 5of31 GENERAL NOTES CONCENTRIC/DRIVEN PILES 1. "CONCENTRIC" OR DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2018 INTERNATIONAL BUILDING CODE (IBC). 2. IT IS RECOGNIZED THAT THE INTERNATIONAL BUILDING CODE (IBC). REQUIRES 8 INCH MINIMUM DIAMETER PIPE FOR PIPE PILE INSTALLATION. THE APPROPRIATE ANALYSIS/EVALUATION AND TESTING REQUIREMENTS IN ACCORDANCE WITH SEATTLE DEPARTMENT OF CONSTRUCTION & INSPECTIONS (SDCI) DIRECTOR'S RULE 10-2009 ARE PROVIDED TO ALLOW FOR USE OF PILES LESS THAN 8 INCHES IN DIAMETER AS REQUIRED BY SECTION 104.5 OF THE SBC. 3. DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED BY STABIL-LOC SYSTEMS, LLC, AND SHALL BE IN ACCORDANCE WITH ESR-4121. 4. ALL MATERIAL PROPERTIES OF DRIVEN PILE COMPONENTS SHALL COMPLY WITH ESR-4121. 5. 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). 6. ALL PILE COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE REINFORCING STEEL, BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING COMPONENTS PER AC358 SECTION 3.9. 7. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS. 8. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED. 9. DRIVEN PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF INCLINATION OF 1 DEGREE FROM VERTICAL PER SECTION 5.7 OF ESR-4121. 10. DRIVEN PILES SHALL BE INSTALLED TO THE MINIMUM FORCE REQUIRED TO PROVIDE THE MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2). THE MAXIMUM INSTALLATION FORCE SHALL NOT EXCEED THE ALLOWABLE CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE ASSEMBLY. 11. ALL BRACKETS AND 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. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION. 13. SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1705.7 IS REQUIRED FOR INSTALLATION OF THE STABILLOC FOUNDATION PIERING SYSTEM. A GEOTECHNICAL SPECIAL INSPECTOR MUST VERIFY AND RECORD THE FOLLOWING: A. VERIFICATION OF MANUFACTURER PRODUCT MODEL NUMBERS B. TYPES, CONFIGURATIONS, AND IDENTIFICATIONS OF HYDRAULICALLY DRIVEN STEEL PIER SEGMENT AND ADJUSTABLE HEAD ASSEMBLY AS SPECIFIED IN ESR-4121 AND THE CONSTRUCTION DOCUMENTS. C. INSTALLATION PROCEDURES, ANTICIPATED AND ACTUAL PILING DEPTH D. TIP ELEVATIONS, THE INSTALLATION PRESSURE AND FINAL DEPTH OF THE DRIVEN FOUNDATION SYSTEM E. INCLINATION AND POSITION/LOCATION OF HYDRAULICALLY DRIVEN PIER SEGMENTS H. COMPLIANCE OF THE INSTALLATION WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THIS EVALUATION REPORT. 14. 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. DRIVEN 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 INTERNATIONAL BUILDING CODE (IBC).. THE MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD. 6of31 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. 7of31 LONGITUDE ONE TWENTY° ENGINEERING & DESIGN PROJECT NO. SHEET NO. S210517-1 PROJECT 603 WALNUT ST, EDMONDS, WA 98020 SUBJECT Stabil-Loc Concentric Pile Installation Chart BY FY DATE 05/31 /2021 Idea! Foundation Systems 2-7/8"0 Helical Pile (0.203-inch wall thickness) -Soil Capacity per ESR-3750 DIGGA 6K Drive Head Pressure Torque Correlation Factor, I(, Ultimate Axial Compressive Allowable Axial Compressive L120 ENGINEERING &DESIGN 8of31 LONGITUDE ONE TWENTY° ENGINEERING & DESIGN PROJECT NO. SHEET NO. S210517-1 PROJECT 603 WALNUT ST, EDMONDS, WA 98020 SUBJECT Stabil-Loc Concentric Pile Installation Chart BY FY DATE 05/31 /2021 Ideal Foundation Systems 2-7/8"0 Helical Pile (0.203-inch wall thickness) -Soil Capacity per ESR-3750 DIGGA lOK Drive Head Torque, T Torque Correlation Factor, K, Compression Ultimate Axial Compressive [opacity, P. K,•T Allowable Axial Compressive Capacity, P, OS•P„ L120 ENGINEERING &DESIGN 9of31 LONGITUDE ONE TWENTY° ENGINEERING & DESIGN PROJECT NO. SHEET NO. S210517-1 PROJECT 603 WALNUT ST, EDMONDS, WA 98020 SUBJECT Stabil-Loc Concentric Pile Installation Chart BY FY DATE 05/31 /2021 Stabil-Loc 2-7/8"0 Concentric Pier -Soil Capacity i.) Power Team C25C Hydraulic Cylinder effective cylinder area has from manufacturer cut sheets ii.) Piles shall reach a pressure that correlates with an allowable capacity that meets or exceeds the maximum allowable load demand as listed in the structural package, but shall not exceed the maximum allowable capacity for any part of the pile assembly. III.) Referto ESR-4121 and Stabil-Loc, Inc. documents for additional information and requirements. iv.) 1 kip =1,000 Ibs per by Installation Pressure Power TeamC25C Hydraulic Cylinder Pressure, p (Psi) Cylinder Effective Area, A z (in ) LIltimateAxial Compressive Capacity, P. =p'A (kips) Allowable Axial Compressive Capacity, Pa=0.5'P„ (kips) 1,000 5.15 5.2 2.6 1,500 5.15 7.7 3.9 2,000 5.15 10.3 5.2 2,500 5.15 12.9 6.4 3,000 5.15 15.5 7.7 3,500 5.15 13.0 9.0 4,000 5.15 20.6 10.3 4,500 5.15 23.2 11.6 5,000 5.15 25.3 12.9 5,500 5.15 23.3 14.2 6,000 5.15 30.9 15.5 6,500 5.15 33.5 16.7 7,000 5.15 36.1 13.0 7,500 5.15 33.6 19.3 8,000 5.15 41.2 20.6 8,500 5.15 43.8 21.9 9,000 5.15 46.4 23.2 9,500 5.15 43.9 24.5 L120 ENGINEERING &DESIGN 10 of 31 DocuSign Envelope ID: E8816CD9-EE09-4655-8CE3-BA9ACB28BA34 Tuesday, April 13, 2021 PL_; SCOPE OF WORK FOUNDA"V O�C'"` Crew will install 3" Helical Piles with concrete Pile Caps, 3" Stabil-Loc Piers, as well as CB66 Post Bases, and lift home to maximum practical recovery. Crew will drive piles to a maximum 25' after there will be a $20 a foot charge per pile. Crew will install new Jacks to raise corner of home. Homeowner will need to replace railing and post with contractor. L120 is in concurrence with pile layout recommended by R&R provided that the proposed layout is followed as marked and that a maximum pile spacing of 7'-0" o.c. is achieved in accordance with SSK-01. Helical pile is centered under the existing posts with new concrete pile cap in accordance with SSK-02. NOTES: 1. It is acceptable to install piles at the spacing shown with ± 0'-6" tolerance to allow for unexpected obstructions encountered during pile installation provided that no two adjacent spans exceed the spacing limitation of 7'-0" o.c. 2. End piles are to be placed as close to corners as possible and shall not exceed a maximum corner distance specified below. LEVEL SURVEY 13.5' (3) PILES @ 6'-0" O.C. MAX 1 -3/4 v 3 4 _ — ) - -1 3/4 Ll,f8 -1 -1/4 -3/8 - -2 ®=New Jack 1 _1/8 -7/8 = 3" Helical Pile N U)� N -1 � = 3" Stabil-Loc Pier w U -1 O -1 1/ ❑ = Concrete Pile Cap N Ci �~ -1 -1 -Gas 1 0 26' 1 /2 4 /4 2 3 N�I-- T 1/4 0 - PILE CENTERED UNDER POST -5/8 -1/8 12.5' N 2 13.5' 1 DocuSign Envelope ID: E8816CD9-EE09-4655-8CE3-BA9ACB28BA34 11 of 31 Tuesday, April 13, 2021 JOB FHOTOS Southwest corner of home, Crew will install new Jacks here and raise to maximum practical recovery. Back of home, Piers 3 & 4 will be installed here FWH OTrmy ECIALIST South side of home, Piles 3 & 4 will be installed here with Concrete Pile Caps. Crew will install CB66 Post Bases. North side of home, Piles 1 & 2 will be installed here with Concrete Pile Caps. Crew will install Piers 1 & 2 here as well. 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 12 of 31 PROJECT NO. NO. S210517-1 XR SSK-01 PROJECT 603 WALNUT ST, EDMONDS, WA 98020 LONGITUDE SUBJECT ONE TWENTYO ENGINEERING & DESIGN By FY Ideal Helical Pile Installation Detail DATE 05/31 /2021 II II II CD W Z J 0PZ CL •—•—•—•i I--------------0 l Hardware and fasteners in contact with LL_ preservative -treated wood shall be of hot-dipped zinc galvanized steel, I {31 stainless steel, silicon bronze or copper. In the absence of manufacturer's recommendations a minimum of ASTM A 653 type G185 zinc -coated galvanized steel, or equivalent, shall be used. I IRC R317.3.1 IBC 2304.10.5.1 WOOD POST PER L--------------------- I PLAN (4) #4 VERTS, SIMPSOiV CB66 (1) @ EA POST BASE [NOTE CORNER 2] (E) CONIC 0 V-6" SQ x V-2" DP J SLAB -ON -GRAD � CONC PILE CAP [NOTE 1] _E N T/GONG SOG= FIELD VERIFY Ui G co Z �-' —_IIII—IIIIX I III � IIII=III--IIII�IIII � IIII=Fill — III=fiTf` co '—IIII=ff199�IIII � ' d � � d -IIII I IIII IIII=III — _ III—''i 111�1�11�1= 11 I=IIII—III III II I1II=IIIIIII_--III II=IIIIII—I—III II=IIIIIIII—IIIIIII�==I� II II (2) #4 HORZ I ==II IDEALHELICAL PILE & NEW TOP&BOTTO IIII- CONSTRUCTION BRACKET PER M EA WAY 2;-01, R&R FOUNDATION SPECIALIST TO CONFORM TO ESR-3750 NOTES: 1. CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF f'c = 2,500PS1. 2. COLUMN FASTENER QUANTITY AND SIZE PER SIMPSON STRONG -TIE. 3. MINIMUM COLUMN BASE EMBEDMENT DEPTH PER ESR-3050. 4. WOOD MEMBERS MUST BE EITHER SAWN OR ENGINEERED LUMBER RECOGNIZED IN AN ICC-ES EVALUATION REPORT. It should be noted that detail size specified here is smaller than that called for in ESR-3750. This ESR report is created for an application which is utilizing 100% of the helical pile and concrete footing abutment capacity. Our application, as seen in the structural package, illustrates a condition with an isolated post -load and post -base connection to an isolated pile supported concrete footing (CIP) where a vertical demand anticipated to be no more than 50% of the helical pile capacity (per ESR report). Additionally, in our application it is assumed that no rotational moment at the base of each column is resisted by the pile, footing, nor by the column base, hence the footing size utilized in this "lighter" application may be reduced to the size depicted in the structural detail. L120 ENGINEERING & DESIGN 13 of 31 PROJECT NO. NO. S210517-1 XR SSK-02 PROJECT 603 WALNUT ST, EDMONDS, WA 98020 LONGITUDE SUBJECT Foundation Stabilization/Jacki ONE TWENTY ENGINEERING & DESIGN (E) WOOD FRAMED FLOOR SYSTEM, FIELD VERIFY ---------------------i Hardware and fasteners in contact with preservative -treated wood shall be of hot -dipped zinc galvanized steel, I stainless steel, silicon bronze or copper. In the absence of manufacturer's I recommendations a minimum of ASTM A 653 type G185 zinc -coated galvanized steel, or I equivalent, shall be used. IRC R317.3.1 IBC 2304.10.5.1 L................. .—.- 8" MIN THICKNESS, CONTRACTOR TO VIER 1=IIII=IIII=IIII IIII=_IIII=_IIII=_IIII=IIII=IIII ° ry IIII=IIII=IIII=IIII= I=IIII=IIII=IIII=11 _ =IIII=IIII=IIII=IIII=IIII=IIII= . III=_IIII=_IIII=_IIII=_IIII=_IIII=_IIII 1=IIII=IIII=IIII=IIII=IIII=IIII= OF— ILL =IIII=_IIII=_IIII=_IIII=_IIII=_IIII=_IIII = Q � III=IIII=IIII=IIII=IIII=IIII=IIII= . LLI =_IIII=_IIII=_IIII=_IIII=_IIII=_IIII=_IIII z III—IIII—IIII—IIII—IIII—IIII—II— =IIII=_IIII=_IIII=_IIII=_IIII=_IIII=_IIII N ~ III=IIII=IIII=IIII=IIII=IIII=IIII= . N =_IIII=_IIII=_IIII=_IIII=_IIII=IIII=IIII ° III—IIII—IIII—IIII—IIII— — a 'l11=IIII=IIII=IIII=11 � • 'llI=IIII=IIII=IIII ° III=IIII=IIII=11 ° d .. ° IIII=IIII=IIII �1111=IIII=11 IIII=IIII . -'ill=1 =IIII=III '' =IIII=IIII= - (E) CONTINUOUS —""—"" II CONIC FOOTING . 4 41 III d� I NOTES: 1. CONTRACTOR TO VERIFY NOTED MINIMUM EXISTING FOUNDATION Irk 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 Q PER ASTM 153/A123. ll 3: 3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL w Iw REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT E: U) CORROSION. DATE 05/31 /2021 T/STEM WALL = FIELD VERIFY T/FIN GRADE = 111 IIII=1 II _ VARIES Y • = = =IIII_ I III=IIII= () E CONIC STEM WALL 11=IIII=IIII=IIII=' IIII=_IIII=_IIII=_IIII d II—IIII—IIII—IIII—I IIII=_IIII=_IIII=_IIII=_ 11=IIII=IIII=IIII=IIII IIII=_IIII=_IIII=_IIII=_ 11=IIII=IIII=IIII=IIII IIII=_IIII=_IIII=_IIII= II—IIII—IIII—IIII—IIII 111=IIII=IIII=IIII= , T/CONC FTG d — a I I —JJJI—IEEE— J, III=IIII=rill FIELD VERIFY • 11=IIII=IIII= d III=_IIII-IIII WEDGE ANCHORS d d II—IIII—IIII— PER STABIL-LOC III-lillllll REQUIREMENTS IIII=IIII=IIII=11 R`1 In STABIL-LOC CONCENTRIC PIER ASSEMBLY PER R&R FOUNDATION SPECIALIST TO CONFORM TO ESR-4121 L120 ENGINEERING & DESIGN [W] m A j DOUBLE BOLT -ON CAP (EX. 278NC[W]X[T]BG) NOTES: 1. SLEEVE TO MEET OR EXCEED 65 KSI. 2. PLATE STEEL TO MEET OR EXCEED REQUIREMENTS OF ATSM A572, GRADE 50. B 3. CAP SLEEVE TO FIT OVER 2 7/8" O.D. PILE SHAFT. 4. STANDARD SQUARE PLATE WIDTHS RANGE FROM 6" TO 12". STANDARD PLATE THICKNESS IS 3/8", 1/2" OR 3/4". 5. ALL WELDING TO BE PERFORMED BY CERTIFIED WELDOR IN ACCORDANCE WITH AWS D1.1 STRUCTURAL WELDING CODE - STEEL. 6. HOT DIP GALVANIZING PER ASTM A154 / ASTM A123. BARE STEEL ALSO AVAILABLE. 7. (1) OR (2) 3/4" DIAMETER X 4 1/2" LONG GALVANIZED HEAVY HEX BOLT ASTM A325 AND (1) OR (2) 3/4" GALVANIZED HEAVY HEX NUT ASTM A194 (GRADE 2H). 8. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES AC358 ACCEPTANCE CRITERIA FOR HELICAL FOUNDATION SYSTEMS AND DEVICES. 2 t7 3 1 4 [W] m i SINGLE BOLT -ON CAP (EX. 278NC[ W ]X[T]SBG) IDEAL PART # ABREVIATIONS: 278 = PILE SHAFT DIAMETER NC = NEW CONSTRUCTION [W] = PLATE WIDTH (EX. 8" = 8) X = X (SEPARATES PLATE WIDTH AND PLATE THICKNESS) [T] = PLATE THICKNESS (EX. 1/2" = 12) SB = SINGLE BOLTED B = DOUBLE BOLTED G = GALVANIZED 2 NEW CONSTRUCTION CAPS FOR 2 7/8" O.D. PILE SHAFTS GRAVITY CAP (EX. 278NC[W]X[T]G) ALLOWABLE STRUCTURAL CAPACITIES (KIPS) PART # ICOMPRESSION ITENSION 278NC6X12SBG 152 129 278NC8X34SBG 179 133 278NC8X34BG 179 159 DOUBLE BOLT PILE CAP PROFILE *REFER TO STRUCTURAL CAPACITY TABLE FOR CALCULATION PARAMETERS. *FOUNDATION DESIGN MAY AFFECT THE CAPACITY OF THE STEEL PILE CAPS. PICTURE PARKWAY STER, NY 14580 789-4810 1 WWW.IDL-GRP.COM NOT TO SCALE ALL UNITS IN INCHES U.N.O. 3 401DEAL Group 278NC PROPRIETARY AND CONFIDENTIAL 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 A B A 1 1 2 W ULTEMA CAPACITY IIS740.7EXCEEKIPS IMUM TORQUE NOT AS ON A CAPACITY TO 2 7/8" O.D. X 0.203'' W.T. HELICAL LEADS & EXTENSIONS TORQUE RATIO OF kt = 9 FT-1 ICC-ES AC358 -REPORT #ESR-3750 [L] EXTENSION FLIGHTED EXTENSION FLIGHTED EXTENSION (EX: 278203EXT[L]G) SINGLE HELIX (SH) DOUBLE HELIX (DH) (EX: 278203FESH[L][Di]X[T]G) (EX: 278203FEDH[L][DID2]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. pa I p3 I �I �D3 �D= �{ �D� I I I p3 —Li LING NUTS 5% (TYP) ?� 1 SINGLE HELIX (SH) DOUBLE HELIX (DH) TRIPLE HELIX (TH) QUAD HELIX (QH) LEAD LEAD LEAD LEAD (EX: 278203SH[L][Di]X[T]G) (EX: 278203DH[L][DiD2]X[T]G) (EX: 278203TH[L][D'D2D3]X[T]G) (EX: 278203QH[L][D3D2D3D4]X[T]G) 2%O.D.X� 2 4 IDEAL PART # ABREVIATIONS: 0.203 W.T. 278 = SHAFT DIAMETER = _ 3 PITCH TYPICAL PILE 203 = SHAFT WALL THICKNESS ASSEMBLY EXT = EXTENSION (NP) FE = FLIGHTED EXTENSION O15l6 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 (EXAMPLE: 10" = 10) X = X (SEPARATES HELIX DIAMETER(S) AND HELIX THICKNESS) [T] = HELIX THICKNESS (EXAMPLE: 3/8" = 38) G = GALVANIZED PICTURE PARKWAY STER, NY 14580 789-48101 WWW.IDL-GRP.COM NOT TO SCALE ALL UNITS IN INCHES U.N.O. 3 401DEAL Group 278203 SINGLE HELIX EXTENSION TRIPLE HELIX LEAD TIP CUT AT 45° 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 EA O M W 16 of 31 ESR-4121 I Most Widely Accepted and Trusted • rooms 2-1+'# a�' rr (2Ki DH k0T q ESP INS WEDGE ASOfO'6 B - - E sow BLOCK {pp / READ o EUTE nano F RSSEJ N'" I I OUT 10 m II IIV-ZTWTALED �� T ICIER t XW'�.TION I OUTS MSS AT NSNIAROA 12, In OW 7.r;x OUTERFOOTINGR'A SELI[XT HOUND HSS I 7.dTJ>m.21 F ASIY AJO�J1 I ASWUN EO NIER 01. 0 I • OUTER PER I SEGYEIIS I T`P1CAL 114ER I N31 SEOIENT ROUND HSS ASI4 A500--I4 G.0 I STMTTER � Ayagv I BEDIM OR OTHER NI1TA$F S1RA'A S'ARTEA ASSODLY PIER ASSEMBLY STABIL-LOC SYSTM, LLC DATE: B-12-18 FIGURE 1—STABIL-LOC FOUNDATION PIERING SYSTEM OUTLINE OF BEARING o: ARING PLATE I HSS2.375xO.188 CUT TO FIT do INSTALL AFTER COMPLETED PIER INSTALLATION 1 1 4 I I I 12 PLAIN VIEW R10xAx18 BETWEEN BRG t & FOOTING „*—FOOTING �2-4"O IT 3.5" MIN, FSR 1 96 WFDLN I ESR 1396 WFDG= ANCHORS HOLES SHIM BLOCK PLATE ASSEMBLED INNER & OUTER PIER SEGMENTS HEAD ASSEMBLY S-ABIL,X SYS7EMS. L1C FIGURE 2—STABIL-LOCI FOUNDATION PIERING SYSTEM ADJUSTABLE HEAD ASSEMBLY LONGITUDE ONE TWENTYO ENGINEERING & DESIGN LOAD ANALYSIS: IBC 2018 - 3-STORY BUILDING Max Wall Spacing = 7'-0" Max *Typical @ Perimeter 17 of 31 PROJECT NO. SHEET NO. S210517-1 XR PROJECT 603 WALNUT ST, EDMONDS, WA 98020 SUBJECT Foundation Stabilization/Jacki BY FY DATE Helical Piles #1-4 & Concentric Piles #1&2: Beam Span = 7.00 ft 05/31 /2021 Roof LL (snow ground): 25 psf Story tt Trib DL LL RL SL EQ Floor LL: 40 psf Roof 1 14.0 ft 210 plf 0 plf 280 plf 350 plf 0 plf Deck LL: 60 psf Floor/Roof DL: 15 psf Floor 2 10.0 ft 300 plf 800 plf 0 plf 0 plf 0 plf Wall DL: 12 psf Wd Wall Ht 3 10.0 ft 360 plf 0 plf 0 plf 0 plf Stemwall DL: 100 psf * 8" stemwall Conc Wall Ht 1 2.5 ft 250 plf 0 plf 0 plf 0 plf 0 plf Helical Piles #1-4: Total 1120 plf 800 plf 280 plf 350 plf 0 plf Roof Trib: 0.5*28' span = 14' Total x Span w/ SW 7.8 k 5.6 k 2.0 k 2.5 k 0.0 k Floor Trib: 0.5*20' span 2 story = 20' Total x Span w/o SW 6.1 k 5.6 k 2.0 k 2.5 k 0.0 k Wood Wall Ht: 10' *3 story = 30' Unfactored Uniform Load 2,270 plf 2,020 plf Concrete Ht = 2'-6" *conserv. assumed for load calculations Unfactored Point Load 15.9 k 14.1 k W/ SW W/o SW Concentric Piles #1&2: Roof Trib: 0.5*28' span = 14' Floor Trib: 0.5*20' span * 2 story = 20' Wood Wall Ht: 10' *3 story = 30' Concrete Ht = 2'-6" *conserv. assumed for load calculations Concentric Piles #3&4: Roof Trib: 4' Floor Trib: 0.5*20' span * 2 story = 20' Deck Trib: 0.5*8' span = 4' Wood Wall Ht: 10' *3 story = 30' Concrete Ht = 2'-6" *conserv. assumed for load calculations Concentric Piles #3&4: Beam Span = 6.00 ft Story # Trib DL LL RL SL EQ Roof 1 4.0 ft 60 plf 0 plf 80 pif 100 plf 0 plf Floor 2 10.0 ft 300 plf 800 pif 0 pif 0 plf 0 plf Deck 1 4.0 ft 60 plf 240 pif 0 pif 100 pif 0 pif Wd Wall Ht 3 10.0 ft 360 pif 0 pif 0 plf 0 pif Conc Wall Ht 1 2.5 ft 250 pif 0 pif 0 pif 0 plf 0 pif Total 1030 plf 1040 plf 80 PH 200 plf 0 plf Total x Span w/ SW 6.2k 6.2k 0.5k 1.2k 0.0k Total x Span w/o SW 4.7k 6.2k 0.5k 1.2k 0.0k Unfactored Uniform Load 2,270 plf 2,020 pif Unfactored Point Load 13.6 k 12.1 k W/ SW w/o SW Notes: 1. Both uniform and point loads analyzed in the following concrete beam analysis. 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 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. L120 ENGINEERING & DESIGN 18 of 31 PROJECT NO. SHEET NO. S210517-1 PROJECT 603 WALNUT ST, EDMONDS, WA 98020 LONGITUDE SUBJECT Foundation Stabilization/Jacki ONE TWENTYO ENGINEERING & DESIGN FY DATE 05/31 /2021 Maximum loading on grade beam determined based on building geometry, and through conservative assumptions regarding span lengths and support walls/foundation. Basically, all concrete walls assumed full tributary span of floor members 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 T-0" o.c. L120 ENGINEERING & DESIGN 19 of 31 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I DESCRIPTIO 7ft Concrete Beam - Max Point Load CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties fc = 2.50 ksi Phi Values Flexure: 0.90 1)2 fr = f'c 7.50 = 375.0 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.850 X LtWt Facto = 1.0 Elastic ModuILF 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Reba-- 40.0 ksi E - Stirrups = 29,000.0 ksi E - Main Reba= 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 -25) S(4) Loading is conservative and therefore has not been reduced for loads calculated on previous page. 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.... 244 at 3.0 in from Bottom, from 0.0 to 7.0 ft in this span 1-#4 at 11.0 in from Bottom, from 0.0 to 7.0 ft in this spy 144 at 3.0 in from Top, from 0.0 to 7.0 ft in this span Beam self weight calculated and added to loads Point Load : D = 6.250, L = 6.250, S = 4.0 k @ 3.50 ft, (2 Story Uniform Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.994 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection Mu : Applied 35.839 k-ft Max Upward Transient Deflection Mn * Phi: Allowable 36.052 k-ft Max Downward Total Deflection Max Upward Total Deflection Location of maximum on span 3.506 ft Span # where maximum occurs Span # 1 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 7.815 7.815 Overall MINimum 2.000 2.000 +D+H 3.971 3.971 +D+L+H 7.096 7.096 +D+Lr+H 3.971 3.971 +D+S+H 5.971 5.971 +D+0.750Lr+0.750L+H 6.315 6.315 +D+0.750L+0.750S+H 7.815 7.815 +D+0.60W+H 3.971 3.971 +D+0.70E+H 3.971 3.971 +D+0.750Lr+0.750L+0.450W+H 6.315 6.315 +D+0.750L+0.750S+0.450W+H 7.815 7.815 +D+0.750L+0.750S+0.5250E+H 7.815 7.815 0.002 in Ratio = 48049>=361 0.000 in Ratio = 0 <360. 0.004 in Ratio = 20027-241 0.000 in Ratio = 0 <240. 20 of 31 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I 0.0 . Design 7ft Concrete Beam - Max Point Load Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +0.60D+0.60W+0.60H 2.383 2.383 +0.60D+0.70E+0.60H 2.383 2.383 D Only 3.971 3.971 L Only 3.125 3.125 S Only 2.000 2.000 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'diuggest +1.20D+1.60L+0.50S+1.60H 1 0.00 23.00 10.77 10.77 0.00 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.08 23.00 10.74 10.74 0.82 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.15 23.00 10.72 10.72 1.64 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.23 23.00 10.70 10.70 2.46 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.31 23.00 10.68 10.68 3.28 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.38 23.00 10.65 10.65 4.10 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.46 23.00 10.63 10.63 4.91 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.54 23.00 10.61 10.61 5.72 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.61 23.00 10.59 10.59 6.53 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.69 23.00 10.57 10.57 7.34 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.77 23.00 10.54 10.54 8.15 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.84 23.00 10.52 10.52 8.96 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.92 23.00 10.50 10.50 9.76 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.99 23.00 10.48 10.48 10.56 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.07 23.00 10.45 10.45 11.36 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.15 23.00 10.43 10.43 12.16 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.22 23.00 10.41 10.41 12.96 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.30 23.00 10.39 10.39 13.76 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.38 23.00 10.37 10.37 14.55 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.45 23.00 10.34 10.34 15.34 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.53 23.00 10.32 10.32 16.13 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.61 23.00 10.30 10.30 16.92 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.68 23.00 10.28 10.28 17.71 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.76 23.00 10.25 10.25 18.49 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.84 23.00 10.23 10.23 19.28 1.00 14.24 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.91 23.00 10.21 10.21 20.06 0.98 14.21 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.99 23.00 10.19 10.19 20.84 0.94 14.16 PhiVc/2 < Vu <=>t Regd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.07 23.00 10.17 10.17 21.62 0.90 14.12 PhiVc/2 < Vu <=>t Regd 9.E 14.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.14 23.00 10.14 10.14 22.39 0.87 14.09 PhiVc/2 < Vu <=>t Regd 9.E 14.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.22 23.00 10.12 10.12 23.17 0.84 14.05 PhiVc/2 < Vu <=>t Regd 9.E 14.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.30 23.00 10.10 10.10 23.94 0.81 14.02 PhiVc/2 < Vu <=>t Regd 9.E 14.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.37 23.00 10.08 10.08 24.71 0.78 13.99 PhiVc/2 < Vu <=>t Regd 9.E 14.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.45 23.00 10.06 10.06 25.48 0.76 13.96 PhiVc/2 < Vu <=>t Regd 9.E 14.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.52 23.00 10.03 10.03 26.25 0.73 13.93 PhiVc/2 < Vu <=>t Regd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.60 23.00 10.01 10.01 27.02 0.71 13.91 PhiVc/2 < Vu <=>t Regd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.68 23.00 9.99 9.99 27.78 0.69 13.89 PhiVc/2 < Vu <=>t Regd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.75 23.00 9.97 9.97 28.55 0.67 13.86 PhiVc/2 < Vu <=>t Regd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.83 23.00 9.94 9.94 29.31 0.65 13.84 PhiVc/2 < Vu <=>t Regd 9.E 13.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.91 23.00 9.92 9.92 30.07 0.63 13.82 PhiVc/2 < Vu <=>t Regd 9.E 13.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.98 23.00 9.90 9.90 30.83 0.62 13.80 PhiVc/2 < Vu <=>t Regd 9.E 13.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.06 23.00 9.88 9.88 31.58 0.60 13.78 PhiVc/2 < Vu <=>t Regd 9.E 13.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.14 23.00 9.86 9.86 32.34 0.58 13.77 PhiVc/2 < Vu <=>t Regd 9.E 13.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.21 23.00 9.83 9.83 33.09 0.57 13.75 PhiVc/2 < Vu <=>t Regd 9.E 13.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.29 23.00 9.81 9.81 33.84 0.56 13.74 PhiVc/2 < Vu <=>t Regd 9.E 13.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.37 23.00 9.79 9.79 34.59 0.54 13.72 PhiVc/2 < Vu <=>t Regd 9.E 13.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 3.44 23.00 9.77 9.77 35.34 0.53 13.71 PhiVc/2 < Vu <= )t Regd 9.E 13.7 0.0 0.0 21 of 31 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I DESCRIPTIO 7ft Concrete Beam - Max Point Load Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Load Combination Number (ft) (in) Actual Design (k-ft) +1.20D+1.60L+0.50S+1.60H 1 3.52 23.00 -9.76 9.76 35.71 +1.20D+1.60L+0.50S+1.60H 1 3.60 23.00 -9.78 9.78 34.97 +1.20D+1.60L+0.50S+1.60H 1 3.67 23.00 -9.80 9.80 34.22 +1.20D+1.60L+0.50S+1.60H 1 3.75 23.00 -9.82 9.82 33.47 +1.20D+1.60L+0.50S+1.60H 1 3.83 23.00 -9.84 9.84 32.72 +1.20D+1.60L+0.50S+1.60H 1 3.90 23.00 -9.87 9.87 31.96 +1.20D+1.60L+0.50S+1.60H 1 3.98 23.00 -9.89 9.89 31.21 +1.20D+1.60L+0.50S+1.60H 1 4.05 23.00 -9.91 9.91 30.45 +1.20D+1.60L+0.50S+1.60H 1 4.13 23.00 -9.93 9.93 29.69 +1.20D+1.60L+0.50S+1.60H 1 4.21 23.00 -9.96 9.96 28.93 +1.20D+1.60L+0.50S+1.60H 1 4.28 23.00 -9.98 9.98 28.17 +1.20D+1.60L+0.50S+1.60H 1 4.36 23.00 -10.00 10.00 27.40 +1.20D+1.60L+0.50S+1.60H 1 4.44 23.00 -10.02 10.02 26.64 +1.20D+1.60L+0.50S+1.60H 1 4.51 23.00 -10.04 10.04 25.87 +1.20D+1.60L+0.50S+1.60H 1 4.59 23.00 -10.07 10.07 25.10 +1.20D+1.60L+0.50S+1.60H 1 4.67 23.00 -10.09 10.09 24.33 +1.20D+1.60L+0.50S+1.60H 1 4.74 23.00 -10.11 10.11 23.56 +1.20D+1.60L+0.50S+1.60H 1 4.82 23.00 -10.13 10.13 22.78 +1.20D+1.60L+0.50S+1.60H 1 4.90 23.00 -10.15 10.15 22.01 +1.20D+1.60L+0.50S+1.60H 1 4.97 23.00 -10.18 10.18 21.23 +1.20D+1.60L+0.50S+1.60H 1 5.05 23.00 -10.20 10.20 20.45 +1.20D+1.60L+0.50S+1.60H 1 5.13 23.00 -10.22 10.22 19.67 +1.20D+1.60L+0.50S+1.60H 1 5.20 23.00 -10.24 10.24 18.88 +1.20D+1.60L+0.50S+1.60H 1 5.28 23.00 -10.27 10.27 18.10 +1.20D+1.60L+0.50S+1.60H 1 5.36 23.00 -10.29 10.29 17.31 +1.20D+1.60L+0.50S+1.60H 1 5.43 23.00 -10.31 10.31 16.53 +1.20D+1.60L+0.50S+1.60H 1 5.51 23.00 -10.33 10.33 15.74 +1.20D+1.60L+0.50S+1.60H 1 5.58 23.00 -10.35 10.35 14.95 +1.20D+1.60L+0.50S+1.60H 1 5.66 23.00 -10.38 10.38 14.15 +1.20D+1.60L+0.50S+1.60H 1 5.74 23.00 -10.40 10.40 13.36 +1.20D+1.60L+0.50S+1.60H 1 5.81 23.00 -10.42 10.42 12.56 +1.20D+1.60L+0.50S+1.60H 1 5.89 23.00 -10.44 10.44 11.76 +1.20D+1.60L+0.50S+1.60H 1 5.97 23.00 -10.47 10.47 10.96 +1.20D+1.60L+0.50S+1.60H 1 6.04 23.00 -10.49 10.49 10.16 +1.20D+1.60L+0.50S+1.60H 1 6.12 23.00 -10.51 10.51 9.36 +1.20D+1.60L+0.50S+1.60H 1 6.20 23.00 -10.53 10.53 8.55 +1.20D+1.60L+0.50S+1.60H 1 6.27 23.00 -10.55 10.55 7.75 +1.20D+1.60L+0.50S+1.60H 1 6.35 23.00 -10.58 10.58 6.94 +1.20D+1.60L+0.50S+1.60H 1 6.43 23.00 -10.60 10.60 6.13 +1.20D+1.60L+0.50S+1.60H 1 6.50 23.00 -10.62 10.62 5.32 +1.20D+1.60L+0.50S+1.60H 1 6.58 23.00 -10.64 10.64 4.50 +1.20D+1.60L+0.50S+1.60H 1 6.66 23.00 -10.67 10.67 3.69 +1.20D+1.60L+0.50S+1.60H 1 6.73 23.00 -10.69 10.69 2.87 +1.20D+1.60L+0.50S+1.60H 1 6.81 23.00 -10.71 10.71 2.05 +1.20D+1.60L+0.50S+1.60H 1 6.89 23.00 -10.73 10.73 1.23 +1.20D+1.60L+0.50S+1.60H 1 6.96 23.00 -10.75 10.75 0.41 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Segment Span # along Beam MAXimum BENDING Envelope Span # 1 1 7.000 +1.40D+1.60H Span # 1 1 7.000 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 7.000 0.52 0.54 0.55 0.56 0.58 0.59 0.61 0.62 0.64 0.66 0.68 0.70 0.72 0.74 0.77 0.79 0.82 0.85 0.88 0.92 0.96 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phi*Vc Comment Phi*Vs (k) (k) 13.70 PhiVc/2 < Vu <=>t Reqd 9.E 13.71 PhiVc/2 < Vu <=>t Reqd 9.E 13.73 PhiVc/2 < Vu <=>t Reqd 9.E 13.74 PhiVc/2 < Vu <=>t Reqd 9.E 13.76 PhiVc/2 < Vu <=>t Reqd 9.E 13.78 PhiVc/2 < Vu <=>t Reqd 9.E 13.79 PhiVc/2 < Vu <=>t Reqd 9.E 13.81 PhiVc/2 < Vu <=>t Reqd 9.E 13.83 PhiVc/2 < Vu <=>t Reqd 9.E 13.85 PhiVc/2 < Vu <=>t Reqd 9.E 13.87 PhiVc/2 < Vu <=>t Reqd 9.E 13.90 PhiVc/2 < Vu <=>t Reqd 9.E 13.92 PhiVc/2 < Vu <=>t Reqd 9.E 13.95 PhiVc/2 < Vu <=>t Reqd 9.E 13.97 PhiVc/2 < Vu <=>t Reqd 9.E 14.00 PhiVc/2 < Vu <=>t Reqd 9.E 14.04 PhiVc/2 < Vu <=>t Reqd 9.E 14.07 PhiVc/2 < Vu <=>t Reqd 9.E 14.11 PhiVc/2 < Vu <=>t Reqd 9.E 14.14 PhiVc/2 < Vu <=>t Reqd 9.E 14.19 PhiVc/2 < Vu <=>t Reqd 9.E 14.23 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E Phi*Vn Spacing (in) (k) Req'diuggest 13.7 0.0 0.0 13.7 0.0 0.0 13.7 0.0 0.0 13.7 0.0 0.0 13.8 0.0 0.0 13.8 0.0 0.0 13.8 0.0 0.0 13.8 0.0 0.0 13.8 0.0 0.0 13.9 0.0 0.0 13.9 0.0 0.0 13.9 0.0 0.0 13.9 0.0 0.0 13.9 0.0 0.0 14.0 0.0 0.0 14.0 0.0 0.0 14.0 0.0 0.0 14.1 0.0 0.0 14.1 0.0 0.0 14.1 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 Bending Stress Results ( k-ft ) Mu: Max Phi*Mnx Stress Ratio 35.84 36.05 0.99 17.36 36.05 0.48 32.35 36.05 0.90 22 of 31 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I DESCRIPTIO 7ft Concrete Beam - Max Point Load Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio + 1.20 D+ 1.60 L+0.50 S+ 1.60 H Span # 1 1 7.000 35.84 36.05 0.99 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 7.000 20.34 36.05 0.56 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 7.000 14.88 36.05 0.41 + 1.20 D+0.50 L+ 1.60 S+ 1.60 H Span # 1 1 7.000 31.52 36.05 0.87 +1.20D+1.60S+0.50W+1.60H Span # 1 1 7.000 26.06 36.05 0.72 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 7.000 20.34 36.05 0.56 + 1. 2 0 D+0. 5 0 L+0. 5 0 S+ W+ 1. 60 H Span # 1 1 7.000 23.83 36.05 0.66 +1.20 D+0.50L+0.70S+E+ 1.60 H Span # 1 1 7.000 25.23 36.05 0.70 +0.90D+W+0.90H Span # 1 1 7.000 11.16 36.05 0.31 +0.90D+E+0.90H Span # 1 1 7.000 11.16 36.05 0.31 Overall Maximum Deflections Load Combination Span Max. "" Defl (in) .ocation in Span (ft Load Combination Max. "+" Defl (invocation in Span (ft +D+0.750L+0.750S+0.5250E+H 1 0.0042 3.500 0.0000 0.000 23 of 31 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I DESCRIPTIO 7ft Concrete Beam - Max Uniform Load CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties fc = 2.50 ksi Phi Values Flexure: 0.90 1/2 fr = f'c 7.50 = 375.0 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.850 X LtWt Facto = 1.0 Elastic Modulus 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Reba-- 40.0 ksi E - Stirrups 29,000.0 ksi E - Main Reba= 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Loading is conservative and therefore has not been reduced for loads calculated on previous page. rau. e Mfd 8"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.... 244 at 3.0 in from Bottom, from 0.0 to 3.0 ft in this span 1-#4 at 11.0 in from Bottom, from 0.0 to 3.0 ft in this spy 144 at 3.0 in from Top, from 0.0 to 3.0 ft in this span Span #2 Reinforcing.... 244 at 3.0 in from Bottom, from 0.0 to 7.0 ft in this span 1-#4 at 11.0 in from Bottom, from 0.0 to 7.0 ft in this spy 144 at 3.0 in from Top, from 0.0 to 7.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 1.50, L = 1.50, S = 1.0 k/ft, Tributary Width = 1.0 ft, (2 Story Uniform Load) Load for Span Number 2 Uniform Load : D = 1.50, L = 1.50, S = 1.0 k/ft, Tributary Width = 1.0 ft, (2 Story Uniform Load) DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu : Applied Mn ` Phi: Allowable Location of maximum on span Span # where maximum occurs Vertical Reactions 0.998 : 1 Typical Section -22.455 k-ft 22.494 k-ft 0.000 ft Span # 2 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 0.001 in Ratio = 80928-361 0.000 in Ratio = 0 <360. 0.003 in Ratio = 33564>=241 0.000 in Ratio = 0 <240. Load Combination Support 1 Support 2 Support 3 Overall MAXimum 25.833 10.333 Overall MINimum 7.143 2.857 +D+H 12.440 4.976 +D+L+H 23.155 9.262 24 of 31 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I DESCRIPTIO 7ft Concrete Beam - Max Uniform Load Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 +D+Lr+H 12.440 4.976 +D+S+H 19.583 7.833 +D+0.750Lr+0.750L+H 2O.476 8.190 +D+0.750L+0.750S+H 25.833 10.333 +D+0.60W+H 12.440 4.976 +D+0.70E+H 12.440 4.976 +D+0.750Lr+0.750L+0.450W+H 2O.476 8.190 +D+0.750L+0.750S+0.450W+H 25.833 10.333 +D+0.750L+0.750S+0.5250E+H 25.833 10.333 +0.60D+0.60W+0.60H 7.464 2.986 +0.60D+0.70E+0.60H 7.464 2.986 D Only 12.440 4.976 L Only 10.714 4.286 S Only 7.143 2.857 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'(Suggest +1.20D+1.60L+0.50S+1.60H 1 0.00 23.00 -0.00 0.00 0.00 1.00 14.24 Vu < PhiVc/2 )t Reqd 9.E 14.2 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.07 23.00 -0.37 0.37 0.01 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.15 23.00 -0.73 0.73 0.05 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.22 23.00 -1.10 1.10 0.12 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.29 23.00 -1.47 1.47 0.22 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.37 23.00 -1.83 1.83 0.34 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.44 23.00 -2.20 2.20 0.48 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.51 23.00 -2.57 2.57 0.66 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.59 23.00 -2.93 2.93 0.86 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.66 23.00 -3.30 3.30 1.09 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.73 23.00 -3.67 3.67 1.35 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.81 23.00 -4.03 4.03 1.63 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.88 23.00 -4.40 4.40 1.94 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.96 23.00 -4.77 4.77 2.28 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.03 23.00 -5.13 5.13 2.64 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.10 23.00 -5.50 5.50 3.03 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.18 23.00 -5.87 5.87 3.45 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.25 23.00 -6.23 6.23 3.89 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.32 23.00 -6.60 6.60 4.36 1.00 13.86 Vu < PhiVc/2 >t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.40 23.00 -6.97 6.97 4.86 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.47 23.00 -7.33 7.33 5.39 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.54 23.00 -7.70 7.70 5.94 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.62 23.00 -8.07 8.07 6.52 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.69 23.00 -8.43 8.43 7.12 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.76 23.00 -8.80 8.80 7.76 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.84 23.00 -9.17 9.17 8.42 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.91 23.00 -9.53 9.53 9.10 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.98 23.00 -9.90 9.90 9.82 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.06 23.00 -10.27 10.27 10.56 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.13 23.00 -10.63 10.63 11.33 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.20 23.00 -11.00 11.00 12.12 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.28 23.00 -11.36 11.36 12.94 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.35 23.00 -11.73 11.73 13.79 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.42 23.00 -12.10 12.10 14.67 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.50 23.00 -12.46 12.46 15.57 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.57 23.00 -12.83 12.83 16.50 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.64 23.00 -13.20 13.20 17.45 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 2.72 23.00 -13.56 13.56 18.44 1.00 13.86 PhiVc/2 < Vu <=>t Reqd 9.E 13.9 0.0 0.0 25 of 31 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 I DESCRIPTIO 7ft Concrete Beam - Max Uniform Load Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Load Combination Number (ft) (in) Actual Design (k-ft) +1.20D+1.60L+0.50S+1.60H 1 2.79 23.00 -13.93 13.93 19.45 +1.20D+1.60L+0.50S+1.60H 1 2.87 23.00 -14.30 14.30 20.48 +1.20D+1.60L+0.50S+1.60H 1 2.94 23.00 -14.66 14.66 21.55 +1.20D+1.60L+0.50S+1.60H 2 3.03 23.00 20.53 20.53 21.87 +1.20D+1.60L+0.50S+1.60H 2 3.20 23.00 19.67 19.67 18.42 +1.20D+1.60L+0.50S+1.60H 2 3.37 23.00 18.82 18.82 15.12 +1.20D+1.60L+0.50S+1.60H 2 3.54 23.00 17.96 17.96 11.97 +1.20D+1.60L+0.50S+1.60H 2 3.71 23.00 17.11 17.11 8.96 +1.20D+1.60L+0.50S+1.60H 2 3.89 23.00 16.25 16.25 6.10 +1.20D+1.60L+0.50S+1.60H 2 4.06 23.00 15.40 15.40 3.39 +1.20D+1.60L+0.50S+1.60H 2 4.23 23.00 14.54 14.54 0.82 +1.20D+1.60L+0.50S+1.60H 2 4.40 23.00 13.69 13.69 1.60 +1.20D+1.60L+0.50S+1.60H 2 4.57 23.00 12.83 12.83 3.87 +1.20D+1.60L+0.50S+1.60H 2 4.74 23.00 11.98 11.98 6.00 +1.20D+1.60L+0.50S+1.60H 2 4.91 23.00 11.12 11.12 7.98 +1.20D+1.60L+0.50S+1.60H 2 5.09 23.00 10.27 10.27 9.81 +1.20D+1.60L+0.50S+1.60H 2 5.26 23.00 9.41 9.41 11.50 +1.20D+1.60L+0.50S+1.60H 2 5.43 23.00 8.55 8.55 13.04 +1.20D+1.60L+0.50S+1.60H 2 5.60 23.00 7.70 7.70 14.43 +1.20D+1.60L+0.50S+1.60H 2 5.77 23.00 6.84 6.84 15.67 +1.20D+1.60L+0.50S+1.60H 2 5.94 23.00 5.99 5.99 16.77 +1.20D+1.60L+0.50S+1.60H 2 6.11 23.00 5.13 5.13 17.73 +1.20D+1.60L+0.50S+1.60H 2 6.29 23.00 4.28 4.28 18.53 +1.20D+1.60L+0.50S+1.60H 2 6.46 23.00 3.42 3.42 19.19 +1.20D+1.60L+0.50S+1.60H 2 6.63 23.00 2.57 2.57 19.71 +1.20D+1.60L+0.50S+1.60H 2 6.80 23.00 1.71 1.71 20.07 +1.20D+1.60L+0.50S+1.60H 2 6.97 23.00 0.86 0.86 20.29 +1.20D+1.60L+0.50S+1.60H 2 7.14 23.00 0.00 0.00 20.37 +1.20D+1.60L+0.50S+1.60H 2 7.31 23.00 -0.86 0.86 20.29 +1.20D+1.60L+0.50S+1.60H 2 7.49 23.00 -1.71 1.71 20.07 +1.20D+1.60L+0.50S+1.60H 2 7.66 23.00 -2.57 2.57 19.71 +1.20D+1.60L+0.50S+1.60H 2 7.83 23.00 -3.42 3.42 19.19 +1.20D+1.60L+0.50S+1.60H 2 8.00 23.00 -4.28 4.28 18.53 +1.20D+1.60L+0.50S+1.60H 2 8.17 23.00 -5.13 5.13 17.73 +1.20D+1.60L+0.50S+1.60H 2 8.34 23.00 -5.99 5.99 16.77 +1.20D+1.60L+0.50S+1.60H 2 8.51 23.00 -6.84 6.84 15.67 +1.20D+1.60L+0.50S+1.60H 2 8.69 23.00 -7.70 7.70 14.43 +1.20D+1.60L+0.50S+1.60H 2 8.86 23.00 -8.55 8.55 13.04 +1.20D+1.60L+0.50S+1.60H 2 9.03 23.00 -9.41 9.41 11.50 +1.20D+1.60L+0.50S+1.60H 2 9.20 23.00 -10.27 10.27 9.81 +1.20D+1.60L+0.50S+1.60H 2 9.37 23.00 -11.12 11.12 7.98 +1.20D+1.60L+0.50S+1.60H 2 9.54 23.00 -11.98 11.98 6.00 +1.20D+1.60L+0.50S+1.60H 2 9.71 23.00 -12.83 12.83 3.87 +1.20D+1.60L+0.50S+1.60H 2 9.89 23.00 -13.69 13.69 1.60 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.68 0.55 0.44 0.34 0.25 0.16 0.08 0.00 0.08 0.16 0.25 0.34 0.44 0.55 0.68 0.84 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Phi*Vc Comment Phi*Vs (k) (k) 13.86 PhiVc < Vu 0.07127 13.86 PhiVc < Vu 0.4379 13.86 PhiVc < Vu 0.8045 13.86 PhiVc < Vu 6.670 13.86 PhiVc < Vu 5.815 13.86 PhiVc < Vu 4.959 13.86 PhiVc < Vu 4.104 13.86 PhiVc < Vu 3.249 13.86 PhiVc < Vu 2.393 13.86 PhiVc < Vu 1.538 13.86 PhiVc < Vu 0.6823 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.05 Vu < PhiVc/2 A Reqd 9.E 13.88 Vu < PhiVc/2 A Reqd 9.E 13.73 Vu < PhiVc/2 A Reqd 9.E 13.61 Vu < PhiVc/2 A Reqd 9.E 13.49 Vu < PhiVc/2 A Reqd 9.E 13.39 Vu < PhiVc/2 A Reqd 9.E 13.29 Vu < PhiVc/2 A Reqd 9.E 13.20 Vu < PhiVc/2 A Reqd 9.E 13.11 Vu < PhiVc/2 A Reqd 9.E 13.20 Vu < PhiVc/2 A Reqd 9.E 13.29 Vu < PhiVc/2 A Reqd 9.E 13.39 Vu < PhiVc/2 A Reqd 9.E 13.49 Vu < PhiVc/2 A Reqd 9.E 13.61 Vu < PhiVc/2 A Reqd 9.E 13.73 Vu < PhiVc/2 A Reqd 9.E 13.88 Vu < PhiVc/2 A Reqd 9.E 14.05 Vu < PhiVc/2 A Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E 14.24 PhiVc/2 < Vu <=>t Reqd 9.E Phi*Vn Spacing (in) (k) Req'diuggest 27.7 11.5 11.0 27.7 11.5 11.0 27.7 11.5 11.0 27.7 11.5 11.0 27.7 11.5 11.0 27.7 11.5 11.0 27.7 11.5 11.0 27.7 11.5 11.0 27.7 11.5 11.0 27.7 11.5 11.0 27.7 11.5 11.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.1 0.0 0.0 13.9 0.0 0.0 13.7 0.0 0.0 13.6 0.0 0.0 13.5 0.0 0.0 13.4 0.0 0.0 13.3 0.0 0.0 13.2 0.0 0.0 13.1 0.0 0.0 13.2 0.0 0.0 13.3 0.0 0.0 13.4 0.0 0.0 13.5 0.0 0.0 13.6 0.0 0.0 13.7 0.0 0.0 13.9 0.0 0.0 14.1 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 14.2 0.0 0.0 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 -22.27 22.49 0.99 Span # 2 2 7.000 -22.46 22.49 1.00 +1.40D+1.60H Span # 1 1 3.000 -10.88 22.49 0.48 Span # 2 2 7.000 -10.97 22.49 0.49 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 3.000 -20.04 22.49 0.89 26 of 31 Project Title: Engineer: Project ID: Project Descr: Concrete Beam I Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 0.0 . Design 7ft Concrete Beam - Max Uniform Load Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio Span # 2 2 7.000 -20.21 22.49 0.90 + 1.20 D+ 1.60 L+0.50 S+ 1.60 H Span # 1 1 3.000 -22.27 22.49 0.99 Span # 2 2 7.000 -22.46 22.49 1.00 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 3.000 -12.68 22.49 0.56 Span # 2 2 7.000 -12.78 22.49 0.57 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 3.000 -9.33 22.49 0.41 Span # 2 2 7.000 -9.41 22.49 0.42 +1.20D+0.50L+1.60S+1.60 H Span # 1 1 3.000 -19.82 22.49 0.88 Span # 2 2 7.000 -19.98 22.49 0.89 +1.20D+1.60S+0.50W+1.60H Span # 1 1 3.000 -16.47 22.49 0.73 Span # 2 2 7.000 -16.61 22.49 0.74 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 3.000 -12.68 22.49 0.56 Span # 2 2 7.000 -12.78 22.49 0.57 + 1. 2 0 D+0. 5 0 L+0. 5 0 S+ W+ 1. 60 H Span # 1 1 3.000 -14.91 22.49 0.66 Span # 2 2 7.000 -15.03 22.49 0.67 +1.20 D+0.50L+0.70S+E+ 1.60 H Span # 1 1 3.000 -15.80 22.49 0.70 Span # 2 2 7.000 -15.93 22.49 0.71 +0.90D+W+0.90H Span # 1 1 3.000 -7.00 22.49 0.31 Span # 2 2 7.000 -7.05 22.49 0.31 +0.90D+E+0.90H Span # 1 1 3.000 -7.00 22.49 0.31 Span # 2 2 7.000 -7.05 22.49 0.31 Overall Maximum Deflections Load Combination Span Max. "" Defl (in) .ocation in Span (ft Load Combination \lax. "+" Defl (invocation in Span (ft +D+0.750L+0.750S+0.5250E+H 1 0.0001 3.100 +D+0.750L+0.750S+0.5250E+H-0.0003 1.586 +D+0.750L+0.750S+0.5250E+H 2 O.0025 3.900 0.0000 1.586 27 of 31 Appendix Parcel Details & Photographs 28of31 Snohomish Online Government Information & Services County Washington Home Other Property Data Help > Search Results > Property Summary Property Account Summary 6/1/2021 Parcel Number 100434209403700 lProperty Address 1603 WALNUT, EDMONDS, WA 98020 General Information Property Description CITY OF EDMONDS BLK 094 D-00 - S1/2 OF W1/2 OF LOT 37 & S1/2 OF LOTS 38-39-40 Property Category Land and Improvements Status Active, Locally Assessed Tax Code Area 00210 Property Characteristics jUse Code 1 121 Two Family Residence convrtd from SFR (Duplex) Unit of Measure Acre(s) 14 Related Properties No Related Properties Found Parties Role Percent Name Address Taxpayer 100 CECIL VICTORIA J 603 WALNUT, EDMONDS, WA 98020 Owner 100 CECIL VICTORIA J 419 6TH AVE S, EDMONDS, WA 98020 Property Values Value Type Tax Year 2021 Tax Year 2020 Tax Year 2019 Tax Year 2018 Tax Year 2017 Taxable Value Regular $552,200 $540,900 $505,500 $439,600 $392,700 Exemption Amount Regular Market Total $552,200 $540,900 $505,500 $439,600 $392,700 Assessed Value $552,200 $540,9001 $505,5001 $439,600 $392,700 Market Land 1 $440,200 $413,200 $390,500 $341,900 $312,400 Market Improvement 1 $112,000 $127,700 $115,000 $97,700 $80,300 Personal Property Active Exemptions No Exemptions Found Events Effective Datype Entry Date -Time T Remarks 08/23/2008 08/23/2008 Property Characteristic 2008 Size (gross) changed from 0.27 to 0.14 by sassrc 11:58:00 Changed 04/04/2006 04/04/2006 The situs address has changed by sasjra 13:19:00 09/21/2005 12/15/2005 Owner Terminated Property Transfer Filing No.: 483368 09/21/2005 by SASMMT 11:46:00 09/21/2005 12/15/2005 Owner Added Property Transfer Filing No.: 483368 09/21/2005 by SASMMT 11:46:00 09/21/2005 09/28/2005 Taxpayer Changed Property Transfer Filing No.: 483368 09/21/2005 by strbjp 13:25:00 09/21/2005 09/28/2005 Excise Processed Property Transfer Filing No.: 483368, Statutory Warranty Deed 09/21/2005 by 29of31 J 13:25:00 strbjp ax Balance Pay Online Pay By Mail Visit our payment site to make an Make Check/Money Order to: online payment. Snohomish County Treasurer Send to: Snohomish County Treasurer 3000 Rockefeller Ave F I PAY NOW M/S 501 Everett, WA 98201 Installments Payable Tax Year linstaliment IDue Date I Principall Interest, Penalties and Costsl Total Duel Cumulative Due 2021 12 10/31/2021 1 $2,282.03 $0.001 $2,282.03 $2,282.03 View Detailed Statement Detailed information about taxes and all other charges displayed above. Calculate Future Payoff Taxes, interest and penalty due on a specific future date. Distribution of Current Taxes District Rate 0.20 Amount $108.83 Voted Amount $0.00 Non -Voted Amount $108.83 CENTRAL PUGET SOUND REGIONAL TRANSIT AUT 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 PORT OF EDMONDS 0.06 $31.97 $0.00 $31.97 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 TOTAL 8.27 $4,564.06 $1,742.901 $2,821.16 Levy Rate History Tax Year Total Levy Rate 2020 9.337975 2019 9.270960 2018 10.730353 Real Property Structures Description IType lYear Built Imore Information 2+ Story w/Basement IDwelling 11910 lView Detailed Structure Information Receipts Date Receipt No. Amount Tendered Amount Due 04/27/2021 00:00:00 11587667 $2,282.03 $4,564.06 04/21/2020 00:00:00 11059337 $2,525.46 $2,525.46 04/17/2020 00:00:00 10951354 $2,525.45 $5,050.91 10/24/2019 00:00:00 10680676 $2,343.24 $2,343.24 04/18/2019 00:00:00 10382883 $2,343.23 $4,686.47 10/22/2018 00:00:00 10123476 $2,358.53 $2,358.53 04/20/2018 00:00:00 9861679 $2,358.53 $4,717.06 10/27/2017 00:00:00 9594680 $2,013.66 $2,013.66 04/19/2017 00:00:00 9295107 $2,013.66 $4,027.32 10/31/2016 00:00:00 9124419 $1,836.80 $1,836.80 04/28/2016 00:00:00 8761201 $1,836.80 $3,673.60 Sales History Sale Date Entry Recording Recording Sale I Excise Deed Transfer Grantor(Seller) Grantee(Buyer) Other Date Date Number Amount Number Type Type Parcels 09/21/2005 09/28/2005 09/21/2005 $527,000.00 483368 W S SALAZAR CARLO D CECIL NO & JENNIFER L VICTORIA J i i i 30of31 7--] 7 12 L 7 13� 7 28 f 32 40 g 13 — 13 8 13 8 17 97 8 8 9 15 15 c: f L8j Existing building plan provided by Snohomish County records for Parcel #: 00434209403700 for address: 603 WALNUT ST, EDMONDS, WA 98020. 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. -1-120 31 of 31 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