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REVIEWED BLD BLD2024-1002+Structural_Analysis_or_Calculations+8.1.2024_3.59.45_PM+44169311 of 28 RECEIVED Aug 06 2024 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2024-1002 -LONGITUDE- ONE TWENWO ENGINEERING & DESIGN .............................................. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT ..............................................: Calculation Package for Foundation StabifizationlLift STRUCTURAL ENGINEER L120 ENGINEERING & DESIGN 1315091"PLNE KIRKLAND, WA 98034-5901 7714 201st St SW Edmonds, WA 98026 Project No: S240603-1XR July 18th, 2024 ter•■••• URA '. S �t it01. ✓ '. S�ONAL ��♦. Prepared for: R&R Foundation Specialist 3409 McDougall Ave, suite 204 Everett, WA 98201 P: 425.760.5077 CONTACT: MANS THURFJELL, PE EMAIL: MTHURFJELL@L120ENGINEERING.COM PHONE: (425) 636-3313 FOUNDATION NOTES 1. VERIFYA-- DIMENSIONS ON SITE. 2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL PER MR LEVEL SURVEY. 3. REFER TO THE FOLLOWING DETAILS FOR ADDITIONAL INFORMATION: HELICAL PILE WI C6 CHANNEL .......... 15D-1.1 4. REFER TO STRUCTURAL CALCULATIONS PACKAGE DATED JULY I8TH,2024, FOR ADDITIONAL INFORMATION, SPECIFICATIONS,AND REQUIREMENTS. 5. LEVEL SURVEY PERK&RREPAIRPUIN DATED MAY 17TH,2024, REFER TO STRUCTURAL CALCULATIONSPACKAGE FOR MODIFICATIONS AND ADDITIONAL REQUIREMENTS FOR REPAIR PI -AN. 6. MINI MUM PILE DIAMETER SHALL BE 2-TI&. T. R IS ACCEPTABLE TO INSTALL PILES AT THE SPACING SHOWN WITH E R4i' TOLERANCE TO ALLOW FOR UNEXPECTED OBSTRUCTIONS ENCOUNTERED DURING PILE INSTALLATION PROMDED THAT NO TWO ADJACENT SPANS EXCEED THE SPACING LIMITATION AS INDICATED ON LEVEL SURVEY. 8. IF REQUIRED, PLL SUPPLEMENTAL CHANNELS TO SPAN FROM PILE TO PILE AND EXTEND MIN T PAST SUPPORTING PILE EA END, S. IF REQUIRED, ALL SUPPLEMENTAL CHANNELS TO BE ANCHORED TO THE FOUNDATION WITH MB' DAM. SIMPSON TITEN HD SCREW ANCHORS (OR APPROVED EQUNALENT) ATA MAXIMUM SPACING 17W WI MIN V EMBED. ANCHORS TO BE CENTERED ON OR INSTALLED ABOVE THE CENTER LINE OF THE CHANNEL. 10. FIELD VERIFY ALL EXISTING ITEM WALLIS AT AND BETWEEN PILE ATTACHMENT LOCATIONS ARE 1 THICK MINIMUM WITH 2$ HEIGHT (MEASURED FROM ETTG TO TICONC)MINIMUM. 11. PARCEL AND RESIDENCE LOCATING DIMENSIONS (WITH ASTERISK'( APPROXIMATED PER SNOHOMISH COUNTY iMAP. NOT TO BE USED FOR LEGAL PURPOSES. 12. SITE FEATURESAND EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLMI 13. PILES SHALL BE INSTALLED TO A MINIMUM EMBEDMENT OF 5'4" (UNO PER GEOTECHNICAL REPORT(. HELICAL PILE REFUSAL CRITERN: TORQUING OFTHE PILE SHALL CONTINUE UNTIL AHYDRAULIC PRESSURE IS ACHIEVED TO PROVIDE THE SPECIFIED MINIMUM VERTICAL CAPACITY WITH A SAFETY FACTOR OF NO LESS THAN TWO. ADVANCEMENT SHALL BE HALTED IMMEDIATELY IF THE STRUCTURE BEGINS TO EXPERIENCE UPLIFT FLEXURE. PARCEL NO. i 27041900101200 LEGAL DESCRIPTION SEC 19 TWP 27 RGE 04RT-81-) BAAP T12.50FT N & 397.60 FT W OF E1/4 Co SE1/4 NEIA TH N TOFT TH W 133.34FT TH S TOFT wl= TH E 133.34FT TOTES 0�^ OWNER NAME&ADDRESS n I JACOBSON LANCE & KATHLEEN TT1MONDS, 4201ST SWTA 98SW I ED026 I I i / 6 5 I AcussP"y WITHNJVYB LOCATE AC41 CtlilER Pacspe-rc oc uAx O-ay�lw�lr',µ W� C642CHANNEL4y N cM�MN1AMptl' 2: 8" '1 T aAek ij _._.�PR20 RTYLINE 135'-0" RESIDENCE A14201 GT ST SW EDMONDS, WA 98026 PILE SPAONG & LOAD REQUIREMENTS TABLE MAX O.C. SPACING, It MINWRTCALCAPACNY,MpE PROOFTESTTNGLOAD,kipE PIIEN PILETYPE 200%MINVERTICAL LOCATION BTWN PILES ENDOFFSEF ALLOWABLE LOADING CAPAtlTY (MIN ULTIMATE CAPAIMI 1-4 HELICAL 8'-0" PER PLAN lO.Ok/PILE 20.0 k/PI LE EXTERIOR 9.0 k/PILE 18.0 k/PILE EXTERIOR 5-] 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 A SAFETY FACTOR NO LESS THAN 2. THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. MAXIMUM INSTALLATION TORQUE RATING OF 8,300—BS FOR A 2-7/81NCH DIAMETER HELICAL PILE WITH 0.203 INCH SHAFT WALL THICKNESS PER ESR-3750. b. FOR HELICAL PILES, PER IDEALGROUP OWG N0.:2T8TFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 27IB' TRU-FORCE UNDERPINNING BRACKET IS LIMITED TO 30 KIPS. c. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR3750. G. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART OF THE ASSEMBLY. e. MAXIMUM ONCENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN. SITE PLAN LEGEND ■ EXISTING RESIDENCE STRUCTURE EXISTING ADJACENT STRUCTURE AREA OF PROPOSED WORK " PROPERTY LINE ---- APPROXIMATE DIMENSION HELICAL PILE C6x8.2 CHANNEL ® 4x4 POST W/ ADJ. PAD �A� I _._..._. _._._._._._._._._._. .._._._._._ PR'OPEINE 73'i L----___----._._._._._._-- NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS. SITE PLAN PROJECT LONGITUDE SUBJECT ONE TWENTYO ENGINEERING & DESIGN BY JT PROJECT NO. SHEET NO. 41.1 7714 201st St SW Edmonds WA 98026 Foundation Stabilization/Jacking DATE 07/18/2024 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'-0" o.c. w/ the installation of supplemental C6x8.2 channel as indicated on the attached Level Survey. End piles shall not exceed the maximum corner offset as specified on the attached Level Survey - A maximum allowable loading of 1,225 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 Pile #14 @ 8'-0" o.c. ................. 10.0 kip minimum vertical capacity (allowable load) Helical Pile #5-7 @ 8'-0" o.c. ................. 9.0 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, from an R&R proposal dated May 17th, 2024, and the geotechnical report, dated July 9th, 2024, 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 Elmo W3 GENERAL NOTES HELICAL PILES 1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2021 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 2O21 AND 2018 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 2021 INTERNATIONAL BUILDING CODE (IBC). THE MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD. 3.9W 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 2O21 AND 2018 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. LONGITUDE ONE TWENTY° ENGINEERING & DESIGN EMU. PROJECT NO. SHEET NO. 41.1 PROJECT 7714 201 st St SW Edmonds WA 98026 SUBJECT Foundation Stabilization/Jackin BY i ) DATE 07/18/2024 Ideal Foundation Systems 2-7/8"0 Helical Pile (0.203-inch wall thickness) - Soil • y�� Capacity per ESR-3750 DIGGA lOK Drive Head Pressure Torque, T Torque Correlation factor, Kt [Compression] Ultimate Axial Compressive Capacity, P„ = It,'T Allowable Axial Compressive Copoc/ty, P. 0.5'P„ L120 ENGINEERING &DESIGN LONGITUDE ONE TWENTY° ENGINEERING & DESIGN PROJECT NO. SHEET NO. 41.1 PROJECT 7714 201st St SW Edmonds WA 98026 SUBJECT Foundation Stabilization/Jackin BY JT DATE 07/18/2024 Ideal Foundation Systems 2-7/8"0 Helical Pile (0.203-inch wad thickness) -Soil Capacity per ESR-3750 DIGGA 6K Drive Head Pressure Torque, T Torque Correlation factor, Ultimate Axial Compressive Allowable Axial Compressive L120 ENGINEERING &DESIGN F-Ine VV Friday, May 17, 2024 SCOPE OF WORK R&R CREW RESPONSIBILITIES & DETAILS: - Crew will install X Helical Piles to lift home to maximum practical recovery. - Crew will (46') of Steel Channel C6. - Crew will install (3) 4x4 Posts w/ Adjustable 20" Composite Pads. - Crew will install (3) Carbon Fiber Stitch Repairs on cracks. - Crew will be careful of sewer line on back of home, crew to locate line. - Dingo accessible, gate on right side of home is 4' wide. - Footing 12"W'. - Wall 14"W'. - Tight crawlspace. - Crawlspace access is located on exterior. HOMEOWNER RESPONSIBILITIES: - Have work area cleared where piles will be installed. - Have necessary plants removed. ADDITIONAL INFO: - R&R will handle necessary permit and engineering coordination. - 25% deposit, 25% upon issue of permit and final 50% upon completion of project. - Permit cost is not included and will be billed on second 25% deposit payment. - Homeowner understands permit process may require the hiring of a WABO certified special inspector billed at additional fees depending on municipality. - Responsible party representative must be onsite during crew arrival, project completion and foundation lifting if applicable. - Permitting/scheduling times may vary beyond R&R control. MATERIAL CLAUSE: - Depth Clause: Piles are bid to 25 foot maximum depth. $20 per foot charge beyond that. - Homeowner will be notified if any unexpected items arise and no additional work will be completed without homeowner approval. 9 of 28 Friday, May 17, 2024 ELEVATION MAP A@ss Pump ,� LOCATE PILE WITHIN 3'-0" 64' U 3 4 FROM CORNER 0 -1/2 - L120 is in concurrence with pile layout recommended by R&R provided that the proposed layout is followed as marked and piles are installed with a maximum pile spacing of 8'-0" o.c. w/ the installation of supplemental C6x8.2 channel spanning from pile -to -pile per the attached SSK-01. 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 8'-0" o.c. LINO. 2. End piles are to be placed within 3'-0" from corner as specified below LINO. 3. Supplemental steel to be anchored to concrete with 5/8" diam Simpson Titen HD screw anchors @ 12" o.c. w/ 4" minimum embedment. Refer to attached SSK-01. NOTE: 1-120's scope is limited to the perimeter support systems/continuous footings of the primary structure. All stabilization and replacement efforts of interior elements, exterior decks, and deck supporting elements are outside of 1-120's contract and scope and are not addressed in this package. - L120 Its] no W-1 Friday, May 17, 2024 JOB PHOTOS West side of home, Piles 5-7 will be installed here. Crew will install Steel Channel C6. Dingo accessible. Homeowner to remove necessary plants. Crew will install (3) Carbon Fiber Stitch Repairs on cracks. 1 ,' 4- 1w Front of home. ,� .cam• , South side of home, Piles 1-4 will be installed here. Crew will install Steel Channel C6. Dingo accessible. Homeowner to remove necessary plants. Crew will install (3) 4x4 Posts with Adjustable Composite Pads in crawlspace. .1 Front of home. 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 PROJECT LONGITUDE SUBJECT ONE TWENTYO ENGINEERING & DESIGN (E) WOOD FRAMED FLOOR SYSTEM, FIELD VERIFY JT 8" MIN THICKNESS, CONTRACTOR TO VERIFY CONTINUOUS CHANNEL & ANCHORAGE WHERE EE REQ'D PER PLAN LLJ z > C CHANNEL - o� `6" MAX CVN —'ill=1111=1111=1111=1111=IIII=11 ""—""=1111=IIII=1111= '1=1111=IIII=11 '1=IIII=1111= 1111=IIII=11 11 of 28 PROJECT NO. NO. S240603-1 XR SSK-01 7714 201 st St SW Edmonds WA 98026 Installation Detail - Ideal Helical Pile DATE 07/18/2024 (E) CONIC STEM WALL ' d III=1111=IIII=1111= • 1111=1111=IIII=III. • •III=_1111=_1111=_1111=1 • 1111=1111=IIII=1 11=1111=1111=IIII=1111? (E) CONTINUOUS 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. 4. REFER TO GENERAL NOTES FOR GEOTECHNICAL PILE EMBEDMENT REQUIREMENTS. NOTE THAT THESE SHALL BE ACHIEVED PRIOR TO THE APPLICATION OF THE REFUSAL CRITERIA. 5. REFER TO GENERAL NOTES FOR PILE FIELD TESTING REQUIREMENTS. T/STEM WALL = OL FIELD VERIFY T/FIN GRADE =OL VARIES Ir (E) FTG TO BE CUT FLUSH WITH FACE OF STEM WALL III-I111=1111-III —III WITH A 12" MAX WIDTH FC)R 1111=IIII=1111 1111= INSTALLATION POCKET II=II11=1111= 11=11 LIC IIII=III _IIII=III. =1111 1111=IIII=1. T/CONC FTG = FIELD VERIFY 1111=IIII=11 III=IIII=1111= 1111=IIII=11 III=IIII=1111= 1111=IIII=1 III=IIII=11� 1111=IIII=1111- ill=ilu IDEAL HELICAL PILE & REPAIR BRACKET ASSEMBLY PER R&R FOUNDATION SPECIALIST TO CONFORM TO ESR-3750 2-718" SHAFT W/ 10" DIAM DOUBLE HELIX W/ 3 PITCH L120 ENGINEERING & DESIGN PROJECT LONGITUDE SUBJECT ONE TWENTYO ENGINEERING & DESIGN JT 12 of 28 PROJECT NO. SHEET NO. S240603-1 XR SSK-01 7714 201 st St SW Edmonds WA 98026 Supplemental Steel Installation STEEL CHANNEL INSTALLATION AT (E) CONCRETE STEM WALL: STEEL SHALL BE CONTINUOUS WHERE POSSIBLE; IF REQ'D, JUNCTION BTWN SEGMENTS TO BE CTRD ON PILE; JUNCTION NOT TO OCCUR AT CORNER -ADJACENT PILES DATE 07/18/2024 o . o . o I vCO J-STEMWAL-L VC ANCOOR•PER (VOTE 2, tYP v d d d ------------ -�-r:------------------------------------ ------------------------------ - --- -- --^'---- t- -- ---------- ---- --- -----------------�----- �- �r,_i d d d d d d d � � n d ' �r ANCHOR SPACING, S =12"OC MAX UNO SUPPLEMENTAL CHANNEL C6x8.2 UNO PILE AND CONNECTIONS PER R&R FOUNDATION SPECIALISTS, TYP w z 0 �Q U Z 0 U Q L Z J m U 0 Q�to CHANNEL TO EXTEND EYOND PILE @ EA END; 6" MIN TYP, 24" MIN AT CORNERS NOTES. ABBREVIATIONS: 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"0 SIMPSON TITEN HD SCREW ANCHORS W/ 4" MINIMUM EMBEDMENT INTO EAREACHNTERED CONCRETE. ANY SUBSTITUTION SHALL BE SUBMITTED TO L120 FOR APPROVAL PRIOR TO INSTALLATION. FT MAX=MNc FOOT MINMINIMUM/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=UNLESSNOTED OTHERWISE L120 ENGINEERING & DESIGN 1 1/2 X 1 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'Y2 -- + 1 1/2 X 1 2 7/8" TRUFORCE BRKT T-BRKT GALV. SLOT (TYP) TOP -10 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.I 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. PICTURE PARKWAY STER, NY 14580 789-4810 1 WWW.IDL-GRP.COM NOT TO SCALE ALL UNITS IN INCHES U.N.O. 3 wrvrl VCIV I IHI THE INFORMATION CONTAINED IN THIS 401mDEAL DRAWING IS THE SOLE PROPERTY OF IDEAL M NUFAC URIN IDEAL MANUFACTURING, INC. ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT WRITTEN GI^ oup PERMISSION IDEAL G, INC. IS PROHIBITED. MANUFACTURING, 278TFG SHEET 1 OF 1 W r 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][D3D2]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. Da p3 I �I �D3 �o= �{ �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][DTD2D3]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 SINGLE HELIX EXTENSION TRIPLE HELIX LEAD TIP CUT AT 45° 4/3/2020 O'DEAL rKurKIC I AKT AIVU U ivr1UCIV I1A1 THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF EKED 4/7/2020 IDEAL MANUFACTURING, INC. ANY REPRODUCTION IN PART OR AS A 1L MANUFACTURING, INC. PICTURE PARKWAY WHOLE WITHOUT WRITTEN STER, NY 14580 Group PERMISSION OFN IDEAL 789-4810 1 W W W.IDL-GRP.COM MANUFACTURING, INC. IS PROHIBITED. NOT TO SCALE SIZE I DWG NO REV SHEET 1 OF 1 ALL UNITS IN INCHES U.N.O. B 278203 0 3 B A O M N 00 LONGITUDE ONE TWENTYO ENGINEERING & DESIGN 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. Design code: IBC 2021 Roof LL (snow ground): 25 psf Floor LL: 40 psf Patio/Deck LL: 60 psf Floor/Roof DL: 15 psf Wall DL: 12 psf Conc Wall DL: 150pcf x 240 in2 = 250 plf * see following pages for area calc Pile #1-4 Roof Trib = 0.5*26' = 13' Floor Trib = 0.5*14' = 7' Typical Flr Ht = 10' Pile #5-7 Roof Trib = 2' trib + 2' overhand = 4' Floor Trib = 0.5*20' = 10' Typical Flr Ht = 10' Pile #1-4 Case 1: Point Load (8' Span) Pile Reaction = 1025 plf * 8' = 8.2 k Pile Reaction w/ SW = 1225 plf * 8' = 9.8 k Case 2: Uniform Load DL = 12*10+15*(13+7) = 420 plf LL = 40*7 = 280 plf SL (snow) = 25*13 = 325 plf Total load = DL+LL+SL = 1025 plf Total load w/ SW = DL+LL+SL = 1225 plf Refer to attached calculations for analysis. PROJECT NO. SHEET NO. S240603-1 PROJECT 7714 201 st St SW Edmonds WA 98026 SUBJECT Foundation Stabilization/Jacki Vo JT DATE 07/18/2024 - - - - - - - - - - - - - - - - ---------------- L/2 L/2 Pile #5-7 Case 1: Point Load (8' Span) Pile Reaction = 830 plf * 8' = 6.7 k Pile Reaction w/ SW = 1030 plf * 8' = 8.3 k Case 2: Uniform Load DL = 12*10+15*(4+10) = 330 plf LL = 40*10 = 400 plf SL (snow) = 25*4 = 100 plf Total load = DL+LL+SL = 830 plf Total load w/ SW = DL+LL+SL = 1030 plf Refer to attached calculations for analysis. 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" o.c.. L120 ENGINEERING & DESIGN 16 of 28 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I 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 fc 1/2 = 2.50 ksi Phi Values Flexure: 0.90 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 MOdulu= 3,122.0 ksi Fy - Stirrups 36.0 ksi fy - Main Reba-- 36.0 ksi E - Stirrups = 29,000.0 ksi E - Main Reba= 2 ,000.0 ksi Stirrup Bar Size # 3 Nu ber of Resisting Legs Per Stirrup = 2 f. EQUIV. C6x8.2 = 36ksi Loading is conservative and therefore has not been reduced for loads calculated on previous page. 26" STEEL AREA EQUIV. (1) #14 = 2.251 n' C6x8.2 = 2.39m' 3.0 ft 8.0 ft 8"wx26"h 8"wx26"h a° C6x8.2 x4" Titen HD Screw Anchor @ 1I.c 12" 6' max 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.... 1414 at 13.0 in from Bottom, from 0.0 to 3.0 ft in this span Span #2 Reinforcing.... 1414 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 = Section used for this span Mu : Applied Mn ` Phi: Allowable Location of maximum on span Span # where maximum occurs Vertical Reactions Load Combination Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +D+S+H 0.827 : 1 Maximum Deflection Typical Section Max Downward Transient Deflection 53.333 k-ft Max Upward Transient Deflection 64.502 k-ft Max Downward Total Deflection Max Upward Total Deflection 4.604 ft Span # 2 Support notation : Far left is #1 Support 1 Support 2 Support 3 11.125 2.875 24.515 11.143 47.203 21.456 24.515 11.143 35.640 14.018 0.004 in Ratio = 23027-361 -0.002 in Ratio = 34286-361 0.012 in Ratio = 8059>=241 -0.007 in Ratio = 10554 —241 `rA no W:1 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I 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'(Suggest +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 )t 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 >t 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 >t 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 >t 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 >t 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 >t 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 >t 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 >t 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 >t 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>(4bdf'c".5) 16.369 49.3 3.3 2.0 IF-] no W4.1 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 I DESCRIPTIO 8ft + 3ft cantilever Concrete Beam w/ Channel - Max Uniform Load Detailed Shear Information Span Distance 'd' Load Combination 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>(4bdf'c^.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>(4bdf'c^.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>(4bdf'c^.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>(4bdf'c^.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>(4bdf'c^.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>(4bdf'c^.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>(4bdf'c^.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>(4bdf'c^.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>(4bdf'c^.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>(4bdf'c^.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>(4bdf'c^.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>(4bdf'c^.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>(4bdf'c^.5) 18.480 37.4 3.3 3.0 Maximum Forces & Stresses for Load Combinations Load Combination Segment MAXimum BENDING Envelope Span # 1 Span # 2 +1.40D+1.60H Span # 1 Span # 2 +1.20D+0.50Lr+1.60L+1.60H Span # 1 Span # 2 Location (ft) Span # alonq Beam Bending Stress Results ( k-ft ) Mu: Max Phi*Mnx Stress Ratio 1 3.000 -43.25 69.33 0.62 2 8.000 53.33 64.50 0.83 1 3.000 -20.26 69.33 0.29 2 8.000 26.81 64.50 0.42 1 3.000 -38.79 69.33 0.56 2 8.000 51.34 64.50 0.80 19 of 28 Project Title: Engineer: Project ID: Project Descr: Concrete Beam I 0.0 Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 . 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 + 1.20 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. 20 D+0. 50 L+ 1.60S+ 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 +1.20D+0.50Lr+0.50L+W+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. 2 0 D+0. 5 0 L+0.5 0 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+0.20S+ 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 Max. "+" Defl (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 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 I DESCRIPTIO 8ft Concrete Beam w/ Channel- Max Point Load CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 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 = 0.850 X LtWt Facto = 1.0 Elastic Modulus 3,122.0 ksi Fy - Stirrups 36.0 ksi fy - Main Reba-- 36.0 ksi E - Stirrups 29,000.0 ksi Stirrup Bar Size # 3 E - Main Reba= 2 ,000.0 ksl Nu ber of Resisting Legs Per Stirrup = 2 fEQUIV. C6x8.2 = 36ksi D(PI L(10) S(10) Loading is conservative and therefore has not been reduced for loads calculated on previous page. 26" STEEL AREA EQUIV. (1) #14 = 2.25in2 M8.2 = 2.39m2 T� 8"-. C6x8.2 5/8"eI. Titen ID Screw Anchor @ 18"oc 12" max 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.... 1414 at 13.0 in from Bottom, from 0.0 to 8.0 ft in this span Beam self weight calculated and added to loads Point Load : D = 8.0, L = 10.0, S = 10.0 k @ 4.0 ft, (Loading from above (2-story) - Pt load) DESIGN SUMMARY Maximum Bending Stress Ratio 0.983 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection Mu : Applied 63.409 k-ft Max Upward Transient Deflection Mn * Phi: Allowable 64.502 k-ft Max Downward Total Deflection Max Upward Total Deflection Location of maximum on span 4.007 ft Span # where maximum occurs Span # 1 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 12.467 12.467 Overall MINimum 2.980 2.980 +D+H 4.967 4.967 +D+L+H 9.967 9.967 +D+Lr+H 4.967 4.967 +D+S+H 9.967 9.967 +D+0.750Lr+0.750L+H 8.717 8.717 +D+0.750L+0.750S+H 12.467 12.467 +D+0.60W+H 4.967 4.967 +D+0.70E+H 4.967 4.967 +D+0.750Lr+0.750L+0.450W+H 8.717 8.717 +D+0.750L+0.750S+0.450W+H 12.467 12.467 +D+0.750L+0.750S+0.5250E+H 12.467 12.467 +0.60D+0.60W+0.60H 2.980 2.980 0.004 in Ratio = 22992>=361 0.000 in Ratio = 0 <360. 0.021 in Ratio = 4600 -241 0.000 in Ratio = 0 <240. Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 I DESCRIPTIO 8ft Concrete Beam w/ Channel- Max Point Load Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +0.60D+0.70E+0.60H 2.980 2.980 D Only 4.967 4.967 L Only 5.000 5.000 S Only 5.000 5.000 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'(Suggest +1.20D+0.50L+1.60S+1.60H 1 0.00 13.00 16.46 16.46 0.00 1.00 11.63 PhiVc < Vu 4.831 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 0.09 13.00 16.43 16.43 1.44 1.00 11.63 PhiVc < Vu 4.806 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 0.17 13.00 16.41 16.41 2.87 1.00 11.63 PhiVc < Vu 4.781 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 0.26 13.00 16.38 16.38 4.31 1.00 11.63 PhiVc < Vu 4.755 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 0.35 13.00 16.36 16.36 5.74 1.00 11.63 PhiVc < Vu 4.730 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 0.44 13.00 16.33 16.33 7.17 1.00 11.63 PhiVc < Vu 4.704 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 0.52 13.00 16.31 16.31 8.59 1.00 11.63 PhiVc < Vu 4.679 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 0.61 13.00 16.28 16.28 10.02 1.00 11.63 PhiVc < Vu 4.654 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 0.70 13.00 16.26 16.26 11.44 1.00 11.63 PhiVc < Vu 4.628 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 0.79 13.00 16.23 16.23 12.86 1.00 11.63 PhiVc < Vu 4.603 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 0.87 13.00 16.21 16.21 14.28 1.00 11.63 PhiVc < Vu 4.578 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 0.96 13.00 16.18 16.18 15.70 1.00 11.63 PhiVc < Vu 4.552 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 1.05 13.00 16.16 16.16 17.11 1.00 11.63 PhiVc < Vu 4.527 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 1.14 13.00 16.13 16.13 18.52 0.94 11.39 PhiVc < Vu 4.740 24.3 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 1.22 13.00 16.11 16.11 19.93 0.88 11.10 PhiVc < Vu 5.002 24.0 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 1.31 13.00 16.08 16.08 21.34 0.82 10.85 PhiVc < Vu 5.226 23.7 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 1.40 13.00 16.05 16.05 22.74 0.76 10.64 PhiVc < Vu 5.418 23.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 1.49 13.00 16.03 16.03 24.14 0.72 10.44 PhiVc < Vu 5.585 23.3 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 1.57 13.00 16.00 16.00 25.55 0.68 10.27 PhiVc < Vu 5.730 23.1 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 1.66 13.00 15.98 15.98 26.94 0.64 10.12 PhiVc < Vu 5.858 23.0 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 1.75 13.00 15.95 15.95 28.34 0.61 9.98 PhiVc < Vu 5.970 22.9 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 1.84 13.00 15.93 15.93 29.73 0.58 9.86 PhiVc < Vu 6.069 22.7 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 1.92 13.00 15.90 15.90 31.12 0.55 9.75 PhiVc < Vu 6.157 22.6 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 2.01 13.00 15.88 15.88 32.51 0.53 9.64 PhiVc < Vu 6.235 22.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 2.10 13.00 15.85 15.85 33.90 0.51 9.55 PhiVc < Vu 6.304 22.4 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 2.19 13.00 15.83 15.83 35.29 0.49 9.46 PhiVc < Vu 6.366 22.3 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 2.27 13.00 15.80 15.80 36.67 0.47 9.38 PhiVc < Vu 6.421 22.2 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 2.36 13.00 15.78 15.78 38.05 0.45 9.30 PhiVc < Vu 6.470 22.2 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 2.45 13.00 15.75 15.75 39.43 0.43 9.24 PhiVc < Vu 6.514 22.1 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 2.54 13.00 15.72 15.72 40.80 0.42 9.17 PhiVc < Vu 6.553 22.0 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 2.62 13.00 15.70 15.70 42.18 0.40 9.11 PhiVc < Vu 6.588 22.0 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 2.71 13.00 15.67 15.67 43.55 0.39 9.05 PhiVc < Vu 6.619 21.9 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 2.80 13.00 15.65 15.65 44.92 0.38 9.00 PhiVc < Vu 6.646 21.9 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 2.89 13.00 15.62 15.62 46.28 0.37 8.95 PhiVc < Vu 6.671 21.8 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 2.97 13.00 15.60 15.60 47.65 0.35 8.91 PhiVc < Vu 6.692 21.8 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 3.06 13.00 15.57 15.57 49.01 0.34 8.86 PhiVc < Vu 6.710 21.7 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 3.15 13.00 15.55 15.55 50.37 0.33 8.82 PhiVc < Vu 6.727 21.7 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 3.23 13.00 15.52 15.52 51.73 0.33 8.78 PhiVc < Vu 6.741 21.7 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 3.32 13.00 15.50 15.50 53.09 0.32 8.74 PhiVc < Vu 6.752 21.6 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 3.41 13.00 15.47 15.47 54.44 0.31 8.71 PhiVc < Vu 6.762 21.6 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 3.50 13.00 15.45 15.45 55.79 0.30 8.68 PhiVc < Vu 6.771 21.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 3.58 13.00 15.42 15.42 57.14 0.29 8.64 PhiVc < Vu 6.777 21.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 3.67 13.00 15.40 15.40 58.49 0.29 8.61 PhiVc < Vu 6.782 21.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 3.76 13.00 15.37 15.37 59.83 0.28 8.58 PhiVc < Vu 6.786 21.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 3.85 13.00 15.34 15.34 61.18 0.27 8.56 PhiVc < Vu 6.788 21.4 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 3.93 13.00 15.32 15.32 62.52 0.27 8.53 PhiVc < Vu 6.789 21.4 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 4.02 13.00 -15.31 15.31 63.19 0.26 8.52 PhiVc < Vu 6.789 21.4 6.5 6.0 0061W 3 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 I DESCRIPTIO 8ft Concrete Beam w/ Channel- Max Point Load 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+0.50L+1.60S+1.60H 1 4.11 13.00 -15.33 15.33 61.85 0.27 8.54 PhiVc < Vu 6.789 21.4 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 4.20 13.00 -15.36 15.36 60.50 0.27 8.57 PhiVc < Vu 6.787 21.4 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 4.28 13.00 -15.38 15.38 59.16 0.28 8.60 PhiVc < Vu 6.784 21.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 4.37 13.00 -15.41 15.41 57.81 0.29 8.63 PhiVc < Vu 6.780 21.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 4.46 13.00 -15.43 15.43 56.47 0.30 8.66 PhiVc < Vu 6.774 21.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 4.55 13.00 -15.46 15.46 55.12 0.30 8.69 PhiVc < Vu 6.767 21.6 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 4.63 13.00 -15.48 15.48 53.76 0.31 8.73 PhiVc < Vu 6.758 21.6 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 4.72 13.00 -15.51 15.51 52.41 0.32 8.76 PhiVc < Vu 6.747 21.6 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 4.81 13.00 -15.53 15.53 51.05 0.33 8.80 PhiVc < Vu 6.734 21.7 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 4.90 13.00 -15.56 15.56 49.69 0.34 8.84 PhiVc < Vu 6.719 21.7 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 4.98 13.00 -15.59 15.59 48.33 0.35 8.88 PhiVc < Vu 6.701 21.8 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 5.07 13.00 -15.61 15.61 46.97 0.36 8.93 PhiVc < Vu 6.682 21.8 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 5.16 13.00 -15.64 15.64 45.60 0.37 8.98 PhiVc < Vu 6.659 21.8 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 5.25 13.00 -15.66 15.66 44.23 0.38 9.03 PhiVc < Vu 6.633 21.9 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 5.33 13.00 -15.69 15.69 42.86 0.40 9.08 PhiVc < Vu 6.604 22.0 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 5.42 13.00 -15.71 15.71 41.49 0.41 9.14 PhiVc < Vu 6.571 22.0 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 5.51 13.00 -15.74 15.74 40.11 0.43 9.20 PhiVc < Vu 6.534 22.1 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 5.60 13.00 -15.76 15.76 38.74 0.44 9.27 PhiVc < Vu 6.493 22.1 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 5.68 13.00 -15.79 15.79 37.36 0.46 9.34 PhiVc < Vu 6.447 22.2 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 5.77 13.00 -15.81 15.81 35.98 0.48 9.42 PhiVc < Vu 6.395 22.3 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 5.86 13.00 -15.84 15.84 34.59 0.50 9.50 PhiVc < Vu 6.336 22.4 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 5.95 13.00 -15.86 15.86 33.21 0.52 9.59 PhiVc < Vu 6.271 22.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 6.03 13.00 -15.89 15.89 31.82 0.54 9.69 PhiVc < Vu 6.197 22.6 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 6.12 13.00 -15.91 15.91 30.43 0.57 9.80 PhiVc < Vu 6.115 22.7 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 6.21 13.00 -15.94 15.94 29.04 0.59 9.92 PhiVc < Vu 6.021 22.8 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 6.30 13.00 -15.97 15.97 27.64 0.63 10.05 PhiVc < Vu 5.916 22.9 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 6.38 13.00 -15.99 15.99 26.24 0.66 10.19 PhiVc < Vu 5.796 23.1 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 6.47 13.00 -16.02 16.02 24.85 0.70 10.36 PhiVc < Vu 5.660 23.2 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 6.56 13.00 -16.04 16.04 23.44 0.74 10.54 PhiVc < Vu 5.504 23.4 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 6.64 13.00 -16.07 16.07 22.04 0.79 10.74 PhiVc < Vu 5.325 23.6 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 6.73 13.00 -16.09 16.09 20.63 0.84 10.97 PhiVc < Vu 5.118 23.8 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 6.82 13.00 -16.12 16.12 19.23 0.91 11.24 PhiVc < Vu 4.876 24.1 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 6.91 13.00 -16.14 16.14 17.82 0.98 11.55 PhiVc < Vu 4.592 24.4 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 6.99 13.00 -16.17 16.17 16.40 1.00 11.63 PhiVc < Vu 4.540 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 7.08 13.00 -16.19 16.19 14.99 1.00 11.63 PhiVc < Vu 4.565 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 7.17 13.00 -16.22 16.22 13.57 1.00 11.63 PhiVc < Vu 4.590 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 7.26 13.00 -16.24 16.24 12.15 1.00 11.63 PhiVc < Vu 4.616 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 7.34 13.00 -16.27 16.27 10.73 1.00 11.63 PhiVc < Vu 4.641 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 7.43 13.00 -16.30 16.30 9.31 1.00 11.63 PhiVc < Vu 4.666 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 7.52 13.00 -16.32 16.32 7.88 1.00 11.63 PhiVc < Vu 4.692 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 7.61 13.00 -16.35 16.35 6.45 1.00 11.63 PhiVc < Vu 4.717 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 7.69 13.00 -16.37 16.37 5.02 1.00 11.63 PhiVc < Vu 4.743 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 7.78 13.00 -16.40 16.40 3.59 1.00 11.63 PhiVc < Vu 4.768 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 7.87 13.00 -16.42 16.42 2.16 1.00 11.63 PhiVc < Vu 4.793 24.5 6.5 6.0 +1.20D+0.50L+1.60S+1.60H 1 7.96 13.00 -16.45 16.45 0.72 1.00 11.63 PhiVc < Vu 4.819 24.5 6.5 6.0 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 MAAImum IJENUINU Envelope Span # 1 1 8.000 63.41 64.50 0.98 +1.40D+1.60H Span # 1 1 8.000 25.07 64.50 0.39 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 8.000 53.43 64.50 0.83 + 1. 20 D+ 1.60 L+0. 50 S+ 1.60 H 23 of 28 Project Title: Engineer: Project ID: Project Descr: Concrete Beam I Software copyright ENERCALC, INC. 1983-2020, Build: 12.20.8.24 0.0 . Design 8ft Concrete Beam w/ Channel- Max Point Load Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio Span # 1 1 8.000 63.41 64.50 0.98 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 8.000 31.47 64.50 0.49 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 8.000 21.49 64.50 0.33 + 1. 20 D+0. 50 L+ 1.60S+ 1.60 H Span # 1 1 8.000 63.41 64.50 0.98 + 1.20 D+ 1.60S+0.50 W + 1.60 H Span # 1 1 8.000 53.43 64.50 0.83 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 8.000 31.47 64.50 0.49 + 1. 2 0 D+0.5 0 L+0. 5 0 S+ W+ 1. 60 H Span # 1 1 8.000 41.45 64.50 0.64 +1.20 D+0.50L+0.20S+E+ 1.60 H Span # 1 1 8.000 35.46 64.50 0.55 +0.90D+W+0.90H Span # 1 1 8.000 16.11 64.50 0.25 +0.90D+E+0.90H Span # 1 1 8.000 16.11 64.50 0.25 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 0.0209 4.000 0.0000 0.000 MznWV Appendix Parcel Details Photographs SnohomishOnline Government Information & Services County` Washington Property Account Summary Parcel Number 127041900107200 jProperty Address 17714 201 ST ST SW, EDMONDS, WA 98026-6838 General Information SEC 19 TWP 27 RGE 04RT-81-) BAAP 712.50FT N & Property Description 397.60 FT W OF E1/4 COR SE1/4 NE1/4 TH N 70FT TH W 133.34FT TH S 70FT TH E 133.34FT TOTPB Property Category Land and Improvements Status Active, Locally Assessed Tax Code Area 00217 Property Characteristics Use Code 111 Single Family Residence - Detached Unit of Measure Acre(s) Size (gross) 0.21 Parties Role Percent Name Address JACOBSON LANCE 7714 201 ST ST SW, Taxpayer 100 & KATHLEEN EDMONDS, WA 98026 United States JACOBSON LANCE 7714 201 ST ST SW, Owner 100 & KATHLEEN EDMONDS, WA 98026 United States Related Properties INo Related Properties Found Property Values Tax Year Tax Year Tax Year Tax Year Tax Year Value Type 2024 2023 2022 2021 2020 Taxable Value Regular $688,800 $719,900 $554,700 $475,700 $457,200 Exemption Amount Regular Market Total $688,800 $719,900 $554,700 $475,700 $457,200 Assessed Value $688,800 $719,900 $554,700 $475,700 $457,200 Market Land $559,000 $584,000 $452,000 $373,000 $355,000 Market Improvement $129,800 $135,900 $102,700 $102,700 $102,200 Personal Property 26 of 28 Active Exemptions No Exemptions Found Events Effective Date No Events Found Entry Date -Time Remarks Tax Balance Installments Payable Tax Year Installment Due Date Principal Interest, Penalties and Costs Total Due Cumulative Due 2024 2 10/31/2024 $2,431.80 $0.00 $2,431.801 $2,431.80 Distribution of Current Taxes District Rate Amount Voted Amount Non - Voted Amount CENTRAL PUGET SOUND REGIONAL TRANSIT AUT 0.16 $113.53 $0.00 $113.53 CITY OF EDMONDS 1.02 $705.52 $195.12 $510.40 EDMONDS SCHOOL DISTRICT NO 15 2.73 $1,879.19 $1,879.19 $0.00 PUB HOSP #2 0.05 $33.54 $0.00 $33.54 SNO-ISLE INTERCOUNTY RURAL LIBRARY 0.32 $223.38 $0.00 $223.38 SNOHOMISH COUNTY-CNT 0.50 $347.52 $0.00 $347.52 STATE 2.25 $1,550.89 $0.00 $1,550.89 SNOHOMISH CONSERVATION DISTRICT $10.02 $0.00 $10.02 TOTAL 7.05 $4,863.59 $2,074.31 $2,789.28 Pending Property Values Pending Market Land Market Market Total Current Current Use Current Improvement Value Use Land Use Total Tax Year Value Value Value Improvement Value 2025 $571,000.001 $129,800.00 $700,800.00 $0.00_ $0.00 $0.00 Levy Rate History Tax Year 2023 2022 2021 Real Property Structures Description Type Year Built Imore Information 1 Story IDwelling 11961 IView Detailed Structure Information Total 6.799556 8.270203 8.207334 Receipts Date IReceipt No. I Amount Appliedl Amount Due MAW W 3 04/05/2024 09:13:00 13170473 $2,431.79 $4,863.59 05/01/2023 00:00:00 12827349 $4,905.02 $4,905.02 04/21/2022 00:00:00 12231549 $4,595.50 $4,595.50 10/21/202109:30:00 11796251 $1,956.13 $1,956.13 04/26/202100:00:00 11545883 $1,956.12 $3,912.25 11/03/2020 00:00:00 11397857 $2,124.62 $2,124.62 04/24/2020 00:00:00 11066759 $2,124.62 $4,249.24 11/04/2019 00:00:00 10826421 $1,965.90 $1,965.90 05/01/2019 00:00:00 10557400 $1,965.90 $3,931.80 Sales History Property Maps Neighborhood Code Township Range Section Quarter Parcel Map 1605000 27 I04 19 NE View parcel maps for this �TownsEip2ange/Secfion Map Title 4"10 Snohomish County Assessor Washington -� - - - --------- ----------�, / s r pie i Legend I Parcel f I � ► ® Recent Sales 202LI to (IIIIII �AIpIM� w Recent Sales 2023 --7 Recent Sales 2022 City Boundary --------- County Park National Forest ( Water Street Types t 17 ! 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