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REVIEWED BLD2021-1100+Structural_Analysis_or_Calculations+8.9.2021_10.20.00_AM+23460481 of 27 REVIEWED BY CITY OF EDMONDS M LONGITUDE ONE TWENTY° ENGINEERING, & DESIGN calculation Package for Foundation Stabilization/Lift STRUCTURAL ENGINEER L120 ENGINEERING & DESIGN 13150 91s' PL NE KIRKLAND, WA 98034-5901 814 Dayton St Edmonds, WA 98020 Project no: S210720-4XR August 2W12021 Prepared for: R&R Foundation Specialist 3409 McDougall Ave, suite 204 Everett, WA 98201 P: 425.760.5077 CONTACT: MANS THURRELL, PE EMAIL: MTHURFJELL@L120ENGINEERING.COM PHONE: (425) 636-3313 RECEIVED Aug 09 2021 CITY OFEDMONDS DEVELOPMENTSERVICES DEPARTMENT DAYTON ST i—•---•—•..................PROPERTY LINE _. .76..0_.._._._._.—._._._._._._._._-_._._._- I i I i I � I _ I � � I I �w I I I I I I I I � I � I i I I I � I � o I � o I i PRE AREA OF WORK i ACCESS Iw I, -_ 1 iT-0�� 41w ? ^I� • � Ip RESIDENCE j 814 DAYTON ST EDMONDS, WA 98020 I � I 1 I I I I I I I . _._.._._._._.—._._._.TE'0_._._._--._._._._._._._._._._._._._._ PROPERTY LINE NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS. PILE SPACING & LOAD REQUIREMENTS TABLE MAX O.C. SPACING, R MIN VERTICAL CAPACITY, kips PROOFTESTING LOAD,kip& �,,# PILE TYPE BTWN PILES END OFFSET ALLOWABLE LOADING Z00% MIN VERTICAL CAPACITY (MIN ULTIMATE CAPACITY) LOCATION HELICAL 8'-0" PER PLAN 9.0 k/PILE 18.0 k/PILE EXTERIOR 14.0 k/PILE 28.0 k/PILE 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 8,300FT-LBS FOR A 2-7/8 INCH DIAMETER HELICAL PILE WITH 0.203 INCH SHAFT WALL THICKNESS PER ESR-3750. b. FOR HELICAL PILES, PER IDEAL GROUP DWG NO.:2]8TFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 27AE TRU-FORCE UNDERPINNING BRACKET IS LIMITED TO 30 KIPS. c. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR-3750. L. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART OF THEASSEMBLY. e. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN. FOUNDATION NOTES 1. VERIFYALLDIMENSIONSON SITE. 2. FOUNDATION DIMENSIONS METO OUTSIDE FACE OF CONCRETE STEM WALL PER R&R LEVEL SURVEY. 3. REFER TO THE FOLLOWING DETAILS FOR ADDITIONAL INFORMATION: HELICAL PILES ....................................... 118D1.1 4. REFER TO STRUCTURAL CALCULATIONS PACKAGE DATED AUGUST 2ND,2021, FOR ADDITIONAL INFORMATION, SPECIFICATONS, AND REQUIREMENTS. 5. LEVEL SURVEY PER R&R REPAIR PIAN DATED JULY I6TH,2021, REFER TO STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND ADDITIONAL REW IREMENTS FOR REPAIR PUN. 6. MINIMUM PILE DIAMETER SHALL BE 17AE. T. IT IS ACCEPTABLE TO INBTALL PILES AT THE—ING SHOWN WITH 3 0'4ETOLERANCE TO ALLOW FOR UNEXPECTED OBSTRUCTIONS ENCOUNTERED DURING PILE INSTALLATION PROVIDED THAT NOT WOADJACENTSPANS EXCEED THE SPACING LIMITATION AS INDICATED ON LEVEL SURVEY. 8. FIELD VERIFY ALL EXISTING STEM WALLS AT AND BETWEEN PILE ATTACHMENT LOCATIONS ARE 8' THICK MINIMUM WITH 2'W HEIGHT (MEASURED FROM BIFTG TO TICONC) MINIMUM. 9. PARCEL DIMENSIONS PROVIDED BY SNOHOMISH COUNTY. NOT TO SCALE. PROPERTY LINE AND RESIDENCE LOCATING DIMENSIONS IMTH ASTERISK. 'APPROXIMATEO PER SNOHOMISH COUNTY GIS MAPPING TOOLS. NOT TO BE USED FOR LEGAL PURPOSES. 10.61TE FEATURESAND EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY. 11. PILES SHALL BE INSTALLED TO AMINIMUM EMBEDMENT OF —OR UNTIL REFUSAL, WHICHEVER IS SHALLOWER. HELICAL PILE REFUSAL CRITERIA: TORQUING OFTHE PILE SHALL CONTINUE UNTLA HYDRAULIC 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. ST RIE Z- BIE L N IS_- Z/I Z- nB�nW wOne LxvW DpABI®S31e ICIL TI4311v0OT 4�I E B el!d 1-11-H E 0/lZ- _ —18/L l 'B CIE 3AI31vDOi UI- 0 R&R LEVEL SURVEY See Structural Calculation Package for Additional Requirements I SITE PLAN LEGEND I ■ EXISTING RESIDENCE STRUCTURE EXISTING ADJACENT STRUCTURE - AREA OF PROPOSED WORK PROPERTY LINE ---- APPROXIMATE DIMENSION SITE PLAN PARCEL NO. 0043420]fi00300 LEGAL DESCRIPTION CITY OF EDMONDS BLK 0]8 D-00 -E1/2 LOT3&ALL LOTS OWNER NAME 8 ADDRESS FALSE RUSEL 814 DAVTON ST EDMONDS. WA 98020 LONGITUDE ONE TWENTY ENGINEERING & DESIGN 3of27 PROJECT NO. NO. S210720-4XR PROJECT 814 Dayton St Edmonds WA 98020 SUBJECT Foundation Stabilization/Jackin BY JT DATE 08/02/2021 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 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 1,680 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 #1-2 @ 8'-0" o.c. ........... 9.0 kip minimum vertical capacity (allowable load) Helical Pile #3-5 @ 8'-0" o.c. ........... 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 July 16th, 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 4 of 27 GENERAL NOTES HELICAL PILES 1. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2018 INTERNATIONAL BUILDING CODE (IBC). 2. HELICAL PILES SHALL BE DESIGNED AND MANUFACTURED BY IDEAL MANUFACTURING, INC., AND SHALL BE IN ACCORDANCE WITH ESR-3750. 3. ALL MATERIAL PROPERTIES OF HELICAL PILE COMPONENTS SHALL BE IN ACCORDANCE WITH ESR-3750. 4. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER (EAA) COATINGS (AC228). 5. ALL HELICAL FOUNDATION COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE REINFORCING STEEL, BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING COMPONENTS PER AC358 SECTION 3.9. 6. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS. 7. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED. 8. HELICAL PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF INCLINATION OF +/- 1 DEGREE FROM VERTICAL PER SECTION 4.2.1 OF ESR-3750. 9. MONITOR AND RECORD DEPTH OF PILE PENETRATION. PROVIDE TORQUE MONITORING DEVICE AS PART OF THE INSTALLING UNIT. MONITOR AND RECORD TORQUE APPLIED DURING THE INSTALLATION OF EACH PILE AT SPECIFIC DEPTHS. 10. HELICAL PILES SHALL BE INSTALLED TO THE MINIMUM TORQUE VALUE REQUIRED TO PROVIDE THE MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2). THE MAXIMUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE PILE ASSEMBLY. 11. ALL BRACKETS AND HELICAL PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO ACHIEVE THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2). 12. REPAIR BRACKETS MUST BE CONCENTRICALLY LOADED AND THE BRACKET PLATE MUST BE FULLY ENGAGED WITH BOTTOM OF CONCRETE FOUNDATION. 13. ALL HELICAL PILE ASSEMBLY COMPONENTS MUST HAVE ADEQUATE STRENGTH TO DEVELOP THE TORQUE REQUIRED FOR INSTALLATION AND ALL INDUCED STRESSES. 14. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION. 15. CONTINUOUS SPECIAL INSPECTION IN ACCORDANCE WITH 2O18 AND 2012 IBC SECTION 1705.9 MUST BE PROVIDED FOR THE INSTALLATION OF THE HELICAL PILES AND FOUNDATION BRACKETS. ITEMS TO BE RECORDED AND CONFIRMED BY THE SPECIAL INSPECTOR MUST INCLUDE THE FOLLOWING: A. PRODUCT MANUFACTURER B. MANUFACTURER'S CERTIFICATION OF THE INSTALLERS C. PRODUCT TYPE AND CONFIGURATIONS FOR HELICAL PILE LEAD SHAFT SECTIONS, EXTENSIONS, BRACKETS, BOLTS, THREADED RODS, NUTS, WASHERS, AND TORQUES AS SPECIFIED IN THIS REPORT AND THE CONSTRUCTION DOCUMENTS D. INSTALLATION PROCEDURES FOR THE HELICAL PILE SHAFT, INSTALLATION EQUIPMENT USED, AND THE IDEAL FOUNDATION SYSTEMS INSTALLATION INSTRUCTIONS E. ANTICIPATED AND ACTUAL PILING DEPTH F. REQUIRED TARGET INSTALLATION TORQUE OF PILES AND MINIMUM DEPTH OF INSTALLATION G. INCLINATION AND POSITION OF PILES, TOP OF PILE EXTENSION IN FULL CONTACT WITH BRACKET, TIGHTNESS OF ALL BOLTS AND EVIDENCE THAT THE PILE FOUNDATION SYSTEMS ARE INSTALLED BY AN APPROVED IDEAL FOUNDATION SYSTEMS INSTALLER. 16. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO MEET OTHER SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON REJECTED PILES AND INSTALL ADDITIONAL PILES AS REQUIRED. HELICAL PILE PROOF TESTING THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE (3) PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE PROCEDURE OUTLINED IN ASTM D1143 AND/OR THE 2018 SEATTLE BUILDING CODE (SBC). THE MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD. 5 of 27 GENERAL NOTES STRUCTURAL STEEL 1. REFERENCE STANDARDS: DESIGN, FABRICATION AND ERECTION ARE TO BE IN ACCORDANCE WITH THE LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES". 2. MATERIALS: BOLTS - ASTM A307, UNLESS OTHERWISE NOTED ALL OTHER STEEL - ASTM A36 (Fy = 36,000 PSI) 3. ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS AND CONFORM TO AWS CODES D1.1 AND D1.3. WELDS NOT SPECIFIED ARE TO BE 1/4" CONTINUOUS FILLET MINIMUM. USE DRY E70 ELECTRODES. WHERE ON -SITE WELDING IS REQUIRED, SPECIAL INSPECTION IN ACCORDANCE WITH 2O18 AND 2012 IBC SECTION 1705.2 IS ALSO REQUIRED. CONCRETE 1. REFERENCE STANDARDS: ACI 301, ACI 318, IBC. 2. MINIMUM CONCRETE STRENGTH (28 DAYS): FOOTINGS AND STEM WALLS..................................................3,000 PSI - 5 SACK MIX BASEMENT FOUNDATION RETAINING WALLS .......................3,000 PSI - 5 SACK MIX SLAB-ON-GRADE........................................................................2,500 PSI - 5 SACK MIX SLAB -ON -GRADE... EXPOSED WEATHERING SURFACES ...... 3,000 PSI AIR -ENTRAINMENT 2.5% TO 5.5% FOR EXPOSED CONCRETE 3. MIXING: COMPLY WITH ACI 301. DO NOT EXCEED THE AMOUNT OF WATER SPECIFIED IN THE APPROVED MIX. PROPORTIONS OF AGGREGATE TO CEMENT SHALL BE SUCH AS TO PRODUCE A DENSE, WORKABLE MIX WHICH CAN BE PLACED WITHOUT SEGREGATION OR EXCESS FREE SURFACE WATER. 4. PLACING: COMPLY WITH ACI 301. PROVIDE A 3/4 INCH CHAMFER AT ALL EXPOSED CONCRETE EDGES, UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. 5. SLUMP: 4 INCHES PLUS OR MINUS 1 INCH. DO NOT ADD WATER TO MIX TO INCREASE SLUMP. GREATER SLUMP, ACCELERATED SET, OR HIGH EARLY STRENGTH MAY BE ACHIEVED BY USING APPROVED ADMIXTURES. 6. CURING: COMPLY WITH ACI 301. KEEP CONCRETE MOIST FOR SEVEN DAYS MINIMUM. 7. JOINTING: PROVIDE ADEQUATE JOINTING TO MINIMIZE EFFECTS OF VOLUME CHANGE. JOINTS SHOWN MAY BE ADJUSTED AT CONTRACTOR'S OPTION WITH PRIOR APPROVAL FROM ENGINEER. 8. WEATHER EXTREMES: COMPLY WITH ACI 305R FOR HOT WEATHER. COMPLY WITH ACI-306R FOR COLD WEATHER. 9. WATER/CEMENT RATIO SHALL NOT EXCEED 0.50 (BY WEIGHT), TYPICAL. 10. ALL SPECIFIED CONCRETE ANCHORS SHALL BE SIMPSON STRONG -TIE, HILTI, OR EQUIVALENT. SPECIAL INSPECTIONS REQUIRED. ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH MINIMUM EMBEDMENT, SPACING, EDGE DISTANCE, AND REQUIREMENTS PER MANUFACTURER. 6 of 27 PROJECT NO. NO. S210720-4XR PROJECT 814 Dayton St Edmonds WA 98020 LONGITUDE SUBJECT Foundation Stabilization/Jackin ONE TWENTYO ENGINEERING & DESIGN BY JT DATE 08/02/2021 ]deal FouadtrtFan Systems 2-7f 8"0 Helical Pile (0.203-irlth wall thickness) -Soil Capacit ' y per ESR-3750 DIGGA 10K Drive Head Pressure (psi) Torque, T flq'1bsJ ]argue Correlation Factor, BC, j[ompressiorrj Ultimate Axial Compressive Capacity, P. = I(,''F jkrpsj AllawableAxral Compressive Caporrfy, P, = 0-50P„ (kips) L120 ENGINEERING &DESIGN 7 of 27 PROJECT NO. NO. S210720-4XR PROJECT 814 Dayton St Edmonds WA 98020 LONGITUDE SUBJECT Foundation Stabilization/Jackin ONE TWENTYO ENGINEERING & DESIGN BY JT DATE 08/02/2021 (deaf Foundation Systems 2-7{8 0 Helical Pile (0.203-inciiwall thickness} - Soil Capacity per ESR-3750 DIGGA 6K Drive Head L120 ENGINEERING &DESIGN 9of27 Friday, July 16, 2021 guts NHOTOS East side of home, Piles 1 & 2 will be installed here with 6" Steel Channel. V I I C 3 J-J VVIII UC II IJ IQ II CU I ICI C. North side of home, Piles 3-5 will be installed here with 6" Steel Channel. Crew will remove and replace concrete hole. Homeowner will remove and replace Japanese Maple. Photographs provided by R&R Foundation Specialists. Note that analysis assumptions such as building geometry, tributary areas, and loading were determined through examination of these photographs and industry knowledge of standard construction practices. - L120 10 of 27 PROJECT NO. NO. S210720-4XR SSK-01 PROJECT 814 Dayton St Edmonds WA 98020 LONGITUDE SUBJECT ONE TWENTYO ENGINEERING & DESIGN (E) WOOD FRAMED FLOOR SYSTEM, FIELD VERIFY Installation Detail - Ideal Helical Pile 8" MIN THICKNESS, CONTRACTOR TO VERIFY CONTINUOUS CHANNEL & ANCHORAGE WHERE o u- REQ'D PER PLAN Q UJ z o C CHANNEL OF N 6" MAX '" =IIII=IIII=IIII=IIII=III '1=IIII=III IIII=IIII =1 DATE 08/02/2021 (E) CONIC STEM WALL ° 'III=IIII=IIII ' d '� - ° IIII-IIII=III ` d 'III—IIII—IIII—_, IIIIEll II=11 ° -lII=IIII=IIII II '- IIII=IIII IIII= ' d � III=IIII= II=11 . � IIII-11 =IIII= -11=1111�-1111�=IIII (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. T/STEM WALL = FIELD VERIFY T/FIN GRADE _ VARIES (E) FTG TO BE CUT FLUSH WITH FACE OF STEM WALL WITH A 12" MAX WIDTH FOR INSTALLATION POCKET T/GONG FTG = FIELD VERIFY IDEAL HELICAL PILE & REPAIR BRACKET ASSEMBLY PER R&R FOUNDATION SPECIALIST TO CONFORM TO ESR-3750 L120 ENGINEERING & DESIGN LONGITUDE ONE TWENTY ENGINEERING & DESIGN 11 of 27 PROJECT NO. NO. S210720-4XR SSK-02 PROJECT 814 Dayton St Edmonds WA 98020 SUBJECT Supplemental Steel Installation BY .JT DATE 08/02/2021 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 ANCHOP PER NOTE 2,-TYP 9 d d d d ------------------------------------------- -IIII=I II=IIII=IIII=IIII= —IIII=IIII=III 1=IIII 1111Ell 11-1111=IIII-IIII-IIII=IIII=IIII= .IIII-11 =IIII=1111_11��1��;��=IIII-111 1_1111= 111_IIII=IIIIafi111Il14��4��1111=IIII= =IIII=IIII II I- I — —I I- I —IIII—IIII—III 1=IIII=1-1�1=1�=�-II-I=IIII=IIII= :IIII=IIII=11�1R, 11=IIII=IIII=IIII=IIII=111 1=IIII=IIII-IIII=IIII=IIII=IIII=IIII=IIII=IIII=_ I,.��11��►�I�I �f�f��mq�l �� I I I I =IIII =IIII :1111E1111E1111E1111E1111E1111E1111E1111=IIII-111 CONX STEM WALL w z 0 �a U Z O U d N O w Z —IIII-IIII �� IIII=IIII= Q a IIII=IIII IIII=IIII=�� 3'II [40 EXTEND _ — @ EA END; �I_IJJ II--" " TYP, 4 1�1CORNERS IIII=IIII= C CHAdVNEL NOTES: Aee�nAnaus CMU = CONCRETE MASONRY UNIT 1) ALL STEEL MEMBERS AND COMPONENTS SHALL BE GALVANIZED FOR EXTERIOR USE. CONC = CONCRETE 2) ALL ANCHORS SHALL BE 5/8"8 SIMPSON TITEN HD SCREW ANCHORS W/ 4" MINIMUM EMBEDMENT INTO EAR EACHNTERED CONCRETE. ANY SUBSTITUTION SHALL BE SUBMITTED TO L120 FOR APPROVAL PRIOR TO INSTALLATION. FT MIN IMAX =MMAX -MNc INIMUM/MAXIMUM 3) ANCHORS SHALL BE INSTALLED WITHIN 6" OR LESS FROM EACH END OF STEEL MEMBER. OC=ON-CENTER 4) ADDITIONAL REQUIREMENTS PER ANCHOR MANUFACTURER. UNO=UNLESSSNOTED OTHERWISE L120 ENGINEERING & DESIGN 11/2X1 SLOT (TYP) 2 7/8" TRUFORCE BRKT BASE GALV. TOP 2 7/8 TRUFORCE BRKT BASE GALV. FRONT" TRUFORCE UNDERPINNING BRACKET FOR 2 7/8'' PILE SHAFT 7% 1 1/2 X 1 2 7/8" TRUFORCE BRKT T-BRKT GALV. SLOT (TYP) TOP 2 7/8" TRUFORCE BRKT T-BRKT GALV. FRONT NOTES: 1. PLATE STEEL TO MEET OR EXCEED REQUIREMENTS OF ASTM A572/A1018/A656, 50 KSI. 2. ALL WELDING TO BE PERFORMED BY SHOP QUALIFIED WELDOR TO AWS D1.1 STRUCTURAL WELDING CODE - STEEL. 3. GALVANIZING PER ASTM A153/ASTM A123. BARE STEEL IS ALSO AVAILABLE. 4. ULTIMATE STRUCTURAL CAPACITY IS 60 KIPS. 5. (2) 7/8"-9 X 3' GALVANIZED THREADED ROD - ASTM A193 (GRADE B7). 6. (4) 7/8" GALVANIZED HEX NUT - ASTM A194. 7. (6) 7/8" GALVANIZED FLAT WASHERS - ASTM F436. (2) WASHERS MUST BE USED ON THE TOP OF EACH THREADED ROD (ABOVE THE 'T' BRACKET) TO OBTAIN THE FULL BRACKET CAPACITY. 8. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES AC358 ACCEPTANCE CRITERIA FOR HELICAL FOUNDATION SYSTEMS AND DEVICES. �K 4 22 2020 m �ED D Ec A L 4 23 2020 1 kL MANUFACTURING, INC. PICTURE PARKWAY STER, NY 14580 Group 789-4810 1 WWW.IDL-GRP.COM NOT TO SCALE SIZE DWG NO R ALL UNITS IN INCHES U.N.O. B I 278TFG THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF IDEAL MANUFACTURING, INC. ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT WRITTEN PERMISSION OF IDEAL MANUFACTURING, INC. IS PROHIBITED. SHEET 1 OF 1 N O N 4 MAXIMUM TORQUE NOT TO EXCEED 8,300 FT-LBS. ULTIMATE CAPACITY IS 74.7 KIPS BASED ON A CAPACITY TO TORQUE RATIO OF kc = 9 FT-1 [L] ILI D� �p3 � �p3 ` L COUPLING m. BOLTS & NUTS EXTENSION FLIGHTED EXTENSION FLIGHTED EXTENSION (EX: 278203EXT[L]G) SINGLE HELIX (SH) DOUBLE HELIX (DH) (EX: 278203FESH[L][DI]X[T]G) (EX: 278203FEDH[Q[DiD�]X[T]G) NOTES: 1. PILE SHAFT TO MEET OR EXCEED REQUIREMENTS OF ASTM A500, 80 KSI. 2. PLATE STEEL TO MEET OR EXCEED REQUIREMENTS OF ATSM A572, GRADE 50. 3. ALL HELICES ARE FORMED BY PRESS DIE. LEADING EDGE OF HELICES ARE TAPERED TO IMPROVE INSTALLATION CAPABILITIES. 4. HELIX SPACING IS THREE (3) TIMES THE DIAMETER OF THE LOWER HELIX. B SPACING OF LEADING HELIX ON FLIGHTED EXTENSIONS IS THREE (3) TIMES THE DIAMETER OF THE LAST HELIX ON THE PRECEDING SHAFT. 5. STANDARD HELIX DIAMETERS ARE 8", 10", 12", & 14". STANDARD HELIX THICKNESS IS 3/8". 6. ALL WELDING TO BE PERFORMED BY CERTIFIED WELDOR IN ACCORDANCE WITH AWS D1.1 STRUCTURAL WELDING CODE - STEEL. 7. HOT DIP GALVANIZING PER ASTM A153/ASTM A123. BARE STEEL IS ALSO AVAILABLE. 8. (2) 3/4" DIAMETER X 4 1/2" LONG GALVANIZED HEAVY HEX BOLT ASTM A325 AND (2) 3/4" GALVANIZED HEAVY HEX NUT ASTM A194 (GRADE 2H). 9. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES AC358 (IDEAL REPORT #ESR-3750) ACCEPTANCE CRITERIA FOR HELICAL FOUNDATION SYSTEMS AND DEVICES. � W 57/8 (TYP) 2 7/8" O.D. X 0.203" W.T. HELICAL LEADS & EXTENSIONS ICC-ES AC358 - REPORT #ESR-3750 � I I D4 D3 �p3 r D= SINGLE HELIX (SH) DOUBLE HELIX (DH) TRIPLE HELIX (TH) QUAD HELIX (QH) LEAD LEAD LEAD LEAD (EX: 278203SH[L][D3]X[T]G) (EX: 278203DH[L][D3D2]X[T]G) (EX: 278203TH[L][DiD2D3]X[T]G) (EX: 278203QH[L][WD2D3D4]X[T]G) 2% O.D. X 2 4 IDEAL PART # ABREVIATIONS: 0.203 W.T. 278 = SHAFT DIAMETER] 3 PITCH 203 = SHAFT WALL THICKNESS (TYP) EXT = EXTENSION FE = FLIGHTED EXTENSION 015/16 SH, DH, TH, QH = SINGLE, DOUBLE, TRIPLE, OR QUAD. HELIX [L] = SHAFT LENGTH IN FEET BOLT HOLE HELIX FORMED BY (EXAMPLE: 7' = 7) DETAIL PRESS DIE [D] = HELIX DIAMETER(S) IN INCHES DRAWN (EXAMPLE: 10" = 10) X— X (SEPARATES HELIX DIAMETER(S) AP 4/3/ 2 CHECKED LRS 4/7/ 2 AND HELIX THICKNESS) [T] — HELIX THICKNESS IDEAL MANUFACTURING, INC. (EXAMPLE: 3/8" = 38) 999 PICTURE PARKWAY G = GALVANIZED WEBSTER, NY 14580 800-789-4810 1 WWW.IDL-GRP.COM NOT TO SCALE ALL UNITS IN INCHES U.N.O. � ii)��1L Group 278203 :NSION SINGLE HELIX (TENSION IPLE =LIX -AD CUT 45° TYPICAL PILE ASSEMBLY THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF IDEAL MANUFACTURING, INC. ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT WRITTEN PERMISSION OF IDEAL MANUFACTURING, INC. IS PROHIBITED. SHEET 1 OF 1 B W O N 4 14 of 27 PROJECT NO. NO. S210720-4XR PROJECT 814 Dayton St Edmonds WA 98020 LONGITUDE SUBJECT Foundation Stabilization/Jacki 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 2018 Roof LL (snow ground): 25 psf Floor LL: 40 psf Patio/Deck LL: 60 psf Floor/Roof DL: 15 psf Wall DL: 12 psf Rock Veneer = 40 psf Conc Wall DL: 150pcf x 240 in2 = 250 plf * see following pages for area calc Pile #1-2 Roof Trib = 2' trib + 2' overhang = 4' Floor Trib = 0.5*17' = 8.5' Typical Flr Ht = 15' Pile #3-5 Roof Trib = 0.5*25' = 12.5' Floor Trib = 0.5*20' = 10' Rock Veneer Ht = 5' Typical Flr Ht = 15' Pile#1-2 Case 1: Point Load (8' Span) Pile Reaction = 808 plf * 8' = 6.5 k Pile Reaction w/ SW = 1058 plf * 8' = 8.6 k Case 2: Uniform Load DL = 12*15+15*(4+8.5) = 367.5 plf LL = 40*8.5 = 340 plf SL (snow) = 25*4 = 100 plf Total load = DL+LL+SL = 808 plf Total load w/ SW = DL+LL+SL = 1058 plf Refer to attached calculations for analysis. BY JT DATE 08/02/2021 W L/2 L/2 Pile and connection requirements per Pile and connection requirements per contractor - contractor Pile #3-5 Case 1: Point Load (8' Span) Pile Reaction = 1430 plf * 8' = 11.5 k Pile Reaction w/ SW = 1680 plf * 8' = 13.5 k Case 2: Uniform Load DL = 12*15+15*02.5+10)+40*5 = 717.5 plf LL = 40*10 = 400 plf SL (snow) = 25*12.5 = 312.5 plf Total load = DL+LL+SL = 1430 plf Total load w/ SW = DL+LL+SL = 1680 plf Refer to attached calculations for analysis. 2'-2" (18" + 811) 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 15of27 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06011993 L120 Engineering and Design DESCRIPTIO 8ft 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 f'c = 2.50 ksi Phi Values Flexure: 0.90 8" 1/2 fr = fc 7.50 = 375.0 psi Shear: 0.750 C6x8.2 yr Density = 145.0 pcf R 1 = 0.850 LtWt Facto = 1.0 Elastic Modulu= 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 26" STEE=EQUIV. 6" Max E - Main Reba= 2 ,000.0 ksi Nu ber of Resisting Legs Per Stirrup = 2 C6x8.2 f, EQUIV. C6x8.2 = 36ksi 12" Loading is conservative and therefore has not been reduced for loads calculated on previous page. D(UL(10) S(10) 8" J)PT6" h Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 8.0 in, Total Height = 26.0 in, Top Flange Width = 12.0 in, Flange Thickness = 8.0 in Span #1 Reinforcing.... 1-#14 at 13.0 in from Bottom, from 0.0 to 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 0.004 in Ratio = 22992 -361 Mu : Applied 63.409 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 <360. MnPhi : Allowable 64.502 k-ft Max Downward Total Deflection 0.021 in Ratio = 4600>=241 Max Upward Total Deflection 0.000 in Ratio = 0 <240. 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 16of27 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 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'6uggest +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 17of27 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06011993 L120 Engineering and Design DESCRIPTIO 8ft 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 MAXimum BENDING 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 18of27 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO 8ft Concrete Beam w/ Channel- Max Point Load Load Combination Location (ft) Segment Span # along Beam Span # 1 1 8.000 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 8.000 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 8.000 + 1.2 0 D +0.50 L+ 1.60 S + 1.60 H Span # 1 1 8.000 +1.20D+1.60S+0.50W+1.60H Span # 1 1 8.000 + 1.20 D+0.50 L r+0.50 L+W + 1.60 H Span # 1 1 8.000 + 1.20 D+0.50 L+0.50 S+W + 1.60 H Span # 1 1 8.000 + 1.20 D+0.50 L+0.20 S+E+ 1.60 H Span # 1 1 8.000 +0.90D+W+0.90H Span # 1 1 8.000 +0.90D+E+0.90H Span # 1 1 8.000 Overall Maximum Deflections Bending Stress Results ( k-ft ) Mu: Max Phi'Mnx Stress Ratio 63.41 64.50 0.98 31.47 64.50 0.49 21.49 64.50 0.33 63.41 64.50 0.98 53.43 64.50 0.83 31.47 64.50 0.49 41.45 64.50 0.64 35.46 64.50 0.55 16.11 64.50 0.25 16.11 64.50 0.25 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 19of27 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06011993 L120 Engineering and Design DESCRIPTIO 8ft + 3ft cantilever Concrete Beam w/ Channel - Max Uniform Load CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties f'c = 2.50 ksi Phi Values Flexure: 0.90 8" 1/2 fr = fc 7.50 = 375.0 psi Shear : 0.750 C6x8.2 yr Density = 145.0 pcf R 1 = 0.850 LtWt Facto = 1.0 Elastic Modulu= 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 26" ARESIEQUIV. 6" max E -Main Reba- 2 ,000.0 ksi fit)#EL Nu ber of Resisting Legs Per Stirrup = 2 C6x8.2 = 2.39in2 f, EQUIV. C6x8.2 = 36ksi I V 12. i D(3a L(4 S(2 b D(3) L�3) S(1) a d Loading is conservative and therefore has not been reduced for loads calculated on previous page. wx26"h1 8"wx26"h Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 8.0 in, Total Height = 26.0 in, Top Flange Width = 12.0 in, Flange Thickness = 8.0 in Span #1 Reinforcing.... 1-#14 at 13.0 in from Bottom, from 0.0 to 3.0 ft in this span Span #2 Reinforcing.... 1-#14 at 13.0 in from Bottom, from 0.0 to 8.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 3.0, L = 3.0, S = 2.0 k/ft, Tributary Width = 1.0 ft, (Loading from above (2-story) - Uniform load (Max)) Load for Span Number 2 Uniform Load : D = 3.0, L = 3.0, S = 1.0 k/ft, Tributary Width = 1.0 ft, (Loading from above (2-story) - Uniform load) DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.827 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.004 in Ratio = 23027 >=36i Mu : Applied 53.333 k-ft Max Upward Transient Deflection -0.002 in Ratio = 34286 >=36i Mn * Phi : Allowable 64.502 k-ft Max Downward Total Deflection 0.012 in Ratio = 8059 >=241 Max Upward Total Deflection -0.007 in Ratio = 10554 >=241 Location of maximum on span 4.604 ft Span # where maximum occurs Span # 2 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Overall MAXimum 49.874 21.456 Overall MINimum 11.125 2.875 +D+H 24.515 11.143 +D+L+H 47.203 21.456 +D+Lr+H 24.515 11.143 +D+S+H 35.640 14.018 20 of 27 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO 8ft + 3ft cantilever Concrete Beam w/ Channel - Max Uniform Load Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 +D+0.750Lr+0.750L+H 41.531 18.878 +D+0.750L+0.750S+H 49.874 21.034 +D+0.60W+H 24.515 11.143 +D+0.70E+H 24.515 11.143 +D+0.750Lr+0.750L+0.450W+H 41.531 18.878 +D+0.750L+0.750S+0.450W+H 49.874 21.034 +D+0.750L+0.750S+0.5250E+H 49.874 21.034 +0.60D+0.60W+0.60H 14.709 6.686 +0.60D+0.70E+0.60H 14.709 6.686 D Only 24.515 11.143 L Only 22.687 10.312 S Only 11.125 2.875 H Only Detailed Shear Information Span Distance 'd' Vu (k) Mu d*Vu/Mu Phi*Vc Comment Phi*Vs Phi*Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'6uggest +1.20D+1.60L+0.50S+1.60H 1 0.00 13.00 -0.00 0.00 0.00 1.00 11.63 Vu < PhiVC/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.07 13.00 -0.71 0.71 0.03 1.00 11.63 Vu < PhiVC/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.15 13.00 -1.42 1.42 0.10 1.00 11.63 Vu < PhiVc/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.22 13.00 -2.14 2.14 0.24 1.00 11.63 Vu < PhiVc/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.29 13.00 -2.85 2.85 0.42 1.00 11.63 Vu < PhiVc/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.37 13.00 -3.56 3.56 0.65 1.00 11.63 Vu < PhiVC/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.44 13.00 -4.27 4.27 0.94 1.00 11.63 Vu < PhiVc/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.51 13.00 -4.98 4.98 1.28 1.00 11.63 Vu < PhiVc/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.59 13.00 -5.70 5.70 1.67 1.00 11.63 Vu < PhiVc/2 A Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.66 13.00 -6.41 6.41 2.12 1.00 11.63 PhiVc/2 < Vu <= )t Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.73 13.00 -7.12 7.12 2.62 1.00 11.63 PhiVc/2 < Vu <= )t Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.81 13.00 -7.83 7.83 3.16 1.00 11.63 PhiVc/2 < Vu <= )t Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.88 13.00 -8.54 8.54 3.77 1.00 11.63 PhiVc/2 < Vu <= )t Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 0.96 13.00 -9.25 9.25 4.42 1.00 11.63 PhiVc/2 < Vu <= )t Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.03 13.00 -9.97 9.97 5.13 1.00 11.63 PhiVc/2 < Vu <= )t Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.10 13.00 -10.68 10.68 5.88 1.00 11.63 PhiVc/2 < Vu <= )t Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.18 13.00 -11.39 11.39 6.69 1.00 11.63 PhiVc/2 < Vu <= )t Reqd 9.E 11.6 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 1 1.25 13.00 -12.10 12.10 7.56 1.00 11.63 PhiVc < Vu 0.4739 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.32 13.00 -12.81 12.81 8.47 1.00 11.63 PhiVc < Vu 1.186 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.40 13.00 -13.53 13.53 9.44 1.00 11.63 PhiVc < Vu 1.898 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.47 13.00 -14.24 14.24 10.46 1.00 11.63 PhiVc < Vu 2.610 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.54 13.00 -14.95 14.95 11.53 1.00 11.63 PhiVc < Vu 3.322 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.62 13.00 -15.66 15.66 12.66 1.00 11.63 PhiVc < Vu 4.033 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.69 13.00 -16.37 16.37 13.83 1.00 11.63 PhiVc < Vu 4.745 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.76 13.00 -17.09 17.09 15.06 1.00 11.63 PhiVc < Vu 5.457 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.84 13.00 -17.80 17.80 16.35 1.00 11.63 PhiVc < Vu 6.169 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.91 13.00 -18.51 18.51 17.68 1.00 11.63 PhiVc < Vu 6.881 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 1.98 13.00 -19.22 19.22 19.06 1.00 11.63 PhiVc < Vu 7.593 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.06 13.00 -19.93 19.93 20.50 1.00 11.63 PhiVc < Vu 8.305 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.13 13.00 -20.65 20.65 21.99 1.00 11.63 PhiVc < Vu 9.017 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.20 13.00 -21.36 21.36 23.54 0.98 11.56 PhiVc < Vu 9.80 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.28 13.00 -22.07 22.07 25.13 0.95 11.42 PhiVc < Vu 10.646 30.7 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.35 13.00 -22.78 22.78 26.78 0.92 11.30 PhiVc < Vu 11.483 30.6 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.42 13.00 -23.49 23.49 28.48 0.89 11.18 PhiVc < Vu 12.313 30.5 6.3 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.50 13.00 -24.21 24.21 30.23 0.87 11.07 PhiVc < Vu 13.136 30.4 5.9 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.57 13.00 -24.92 24.92 32.04 0.84 10.96 PhiVc < Vu 13.952 30.3 5.5 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.64 13.00 -25.63 25.63 33.89 0.82 10.87 PhiVc < Vu 14.763 30.2 5.2 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.72 13.00 -26.34 26.34 35.80 0.80 10.77 PhiVc < Vu 15.568 30.1 5.0 4.0 +1.20D+1.60L+0.50S+1.60H 1 2.79 13.00 -27.05 27.05 37.76 0.78 10.68 Vs>(4bdfc^.5) 16.369 49.3 3.3 2.0 21 of 27 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06011993 L120 Engineering and Design DESCRIPTIO 8ft + 3ft cantilever Concrete Beam w/ Channel - Max Uniform Load Detailed Shear Information Load Combination Span Distance 'd' Number (ft) (in) Vu Actual (k) Design Mu (k-ft) d*Vu/Mu Phi*Vc (k) Comment Phi*Vs (k) Phi*Vn Spacing (in) (k) Req'diuggest +1.20D+1.60L+0.50S+1.60H 1 2.87 13.00 -27.76 27.76 39.78 0.76 10.60 Vs>(4bdfc^.5) 17.165 49.2 3.3 2.0 +1.20D+1.60L+0.50S+1.60H 1 2.94 13.00 -28.48 28.48 41.84 0.74 10.52 Vs>(4bdfc^.5) 17.956 49.1 3.3 2.0 +1.20D+1.60L+0.50S+1.60H 2 3.03 13.00 41.91 41.91 42.23 1.00 11.63 Vs>(4bdfc^.5) 30.282 50.2 2.6 2.0 +1.20D+1.60L+0.50S+1.60H 2 3.23 13.00 40.11 40.11 34.20 1.00 11.63 Vs>(4bdfc^.5) 28.481 50.2 2.7 2.0 +1.20D+1.60L+0.50S+1.60H 2 3.42 13.00 38.31 38.31 26.52 1.00 11.63 Vs>(4bdfc^.5) 26.681 50.2 2.9 2.0 +1.20D+1.60L+0.50S+1.60H 2 3.62 13.00 36.51 36.51 19.19 1.00 11.63 Vs>(4bdfc^.5) 24.880 50.2 3.1 2.0 +1.20D+1.60L+0.50S+1.60H 2 3.82 13.00 34.71 34.71 12.21 1.00 11.63 Vs>(4bdfc^.5) 23.080 50.2 3.3 2.0 +1.20D+1.60L+0.50S+1.60H 2 4.01 13.00 32.91 32.91 5.59 1.00 11.63 Vs>(4bdfc^.5) 21.279 50.2 3.3 2.0 +1.20D+1.60L+0.50S+1.60H 2 4.21 13.00 31.11 31.11 0.69 1.00 11.63 Vs>(4bdfc^.5) 19.479 50.2 3.3 2.0 +1.20D+1.60L+0.50S+1.60H 2 4.40 13.00 29.31 29.31 6.60 1.00 11.63 Vs>(4bdfc^.5) 17.678 50.2 3.3 2.0 +1.20D+1.60L+0.50S+1.60H 2 4.60 13.00 27.51 27.51 12.17 1.00 11.63 Vs>(4bdfc^.5) 15.878 50.2 3.3 2.0 +1.20D+1.60L+0.50S+1.60H 2 4.80 13.00 25.71 25.71 17.38 1.00 11.63 PhiVc < Vu 14.077 30.9 5.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 4.99 13.00 23.91 23.91 22.24 1.00 11.63 PhiVc < Vu 12.277 30.9 6.3 4.0 +1.20D+1.60L+0.50S+1.60H 2 5.19 13.00 22.11 22.11 26.75 0.90 11.19 PhiVc < Vu 10.918 30.5 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 5.38 13.00 20.30 20.30 30.90 0.71 10.41 PhiVc < Vu 9.892 29.7 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 5.58 13.00 18.50 18.50 34.70 0.58 9.85 PhiVc < Vu 8.657 29.2 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 5.78 13.00 16.70 16.70 38.15 0.47 9.41 PhiVc < Vu 7.293 28.7 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 5.97 13.00 14.90 14.90 41.25 0.39 9.06 PhiVc < Vu 5.842 28.4 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 6.17 13.00 13.10 13.10 43.99 0.32 8.77 PhiVc < Vu 4.332 28.1 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 6.36 13.00 11.30 11.30 46.38 0.26 8.52 PhiVc < Vu 2.779 27.8 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 6.56 13.00 9.50 9.50 48.42 0.21 8.31 PhiVc < Vu 1.195 27.6 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 6.76 13.00 7.70 7.70 50.11 0.17 8.11 PhiVc/2 < Vu <_ )t Reqd 9.E 8.1 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 6.95 13.00 5.90 5.90 51.44 0.12 7.93 PhiVc/2 < Vu <_ )t Reqd 9.E 7.9 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 7.15 13.00 4.10 4.10 52.42 0.08 7.77 PhiVc/2 < Vu <_ )t Reqd 9.E 7.8 0.0 0.0 +1.20D+0.50L+1.60S+1.60H 2 7.34 13.00 2.44 2.44 37.84 0.07 7.70 Vu < PhiVc/2 A Reqd 9.E 7.7 0.0 0.0 +1.20D+0.50L+1.60S+1.60H 2 7.54 13.00 1.07 1.07 38.18 0.03 7.54 Vu < PhiVc/2 A Reqd 9.E 7.5 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 2 7.73 13.00 -1.50 1.50 51.21 0.03 7.54 Vu < PhiVc/2 A Reqd 9.E 7.5 0.0 0.0 +1.20D+0.50Lr+1.60L+1.60H 2 7.93 13.00 -3.20 3.20 50.75 0.07 7.70 Vu < PhiVc/2 A Reqd 9.E 7.7 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 8.13 13.00 -4.90 4.90 52.03 0.10 7.84 PhiVc/2 < Vu <_ )t Reqd 9.E 7.8 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 8.32 13.00 -6.70 6.70 50.89 0.14 8.01 PhiVc/2 < Vu <_ )t Reqd 9.E 8.0 0.0 0.0 +1.20D+1.60L+0.50S+1.60H 2 8.52 13.00 -8.50 8.50 49.40 0.19 8.20 PhiVc < Vu 0.3065 27.5 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 8.71 13.00 -10.30 10.30 47.56 0.23 8.40 PhiVc < Vu 1.903 27.7 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 8.91 13.00 -12.10 12.10 45.36 0.29 8.63 PhiVc < Vu 3.475 27.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 9.11 13.00 -13.90 13.90 42.81 0.35 8.89 PhiVc < Vu 5.010 28.2 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 9.30 13.00 -15.71 15.71 39.91 0.43 9.21 PhiVc < Vu 6.497 28.5 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 9.50 13.00 -17.51 17.51 36.66 0.52 9.59 PhiVc < Vu 7.913 28.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 9.69 13.00 -19.31 19.31 33.06 0.63 10.08 PhiVc < Vu 9.227 29.4 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 9.89 13.00 -21.11 21.11 29.10 0.79 10.73 PhiVc < Vu 10.381 30.0 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 10.09 13.00 -22.91 22.91 24.78 1.00 11.63 PhiVc < Vu 11.278 30.9 6.5 4.0 +1.20D+1.60L+0.50S+1.60H 2 10.28 13.00 -24.71 24.71 20.12 1.00 11.63 PhiVc < Vu 13.079 30.9 5.9 4.0 +1.20D+1.60L+0.50S+1.60H 2 10.48 13.00 -26.51 26.51 15.10 1.00 11.63 PhiVc < Vu 14.879 30.9 5.2 4.0 +1.20D+1.60L+0.50S+1.60H 2 10.67 13.00 -28.31 28.31 9.73 1.00 11.63 Vs>(4bdfc^.5) 16.680 37.4 3.3 3.0 +1.20D+1.60L+0.50S+1.60H 2 10.87 13.00 -30.11 30.11 4.01 1.00 11.63 Vs>(4bdfc^.5) 18.480 37.4 3.3 3.0 Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 3.000 -43.25 69.33 0.62 Span # 2 2 8.000 53.33 64.50 0.83 +1.40D+1.60H Span # 1 1 3.000 -20.26 69.33 0.29 Span # 2 2 8.000 26.81 64.50 0.42 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 3.000 -38.79 69.33 0.56 Span # 2 2 8.000 51.34 64.50 0.80 22 of 27 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06011993 L120 Engineering and Design DESCRIPTIO 8ft + 3ft cantilever Concrete Beam w/ Channel - Max Uniform Load Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio + 1. 2 0 D + 1. 60 L+0. 50 S + 1. 60 H Span # 1 1 3.000 -43.25 69.33 0.62 Span # 2 2 8.000 53.33 64.50 0.83 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 3.000 -24.06 69.33 0.35 Span # 2 2 8.000 31.84 64.50 0.49 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 3.000 -17.36 69.33 0.25 Span # 2 2 8.000 22.98 64.50 0.36 + 1.2 0 D +0.50 L+ 1.60 S + 1.60 H Span # 1 1 3.000 -38.34 69.33 0.55 Span # 2 2 8.000 38.26 64.50 0.59 +1.20D+1.60S+0.50W+1.60H Span # 1 1 3.000 -31.65 69.33 0.46 Span # 2 2 8.000 -31.90 69.33 0.46 + 1.20 D+0.50 L r+0.50 L+W + 1.60 H Span # 1 1 3.000 -24.06 69.33 0.35 Span # 2 2 8.000 31.84 64.50 0.49 + 1.20 D+0.50 L+0.50 S+W + 1.60 H Span # 1 1 3.000 -28.52 69.33 0.41 Span # 2 2 8.000 33.84 64.50 0.52 + 1.20 D+0.50 L+0.20 S+E+ 1.60 H Span # 1 1 3.000 -25.84 69.33 0.37 Span # 2 2 8.000 32.64 64.50 0.51 +0.90D+W+0.90H Span # 1 1 3.000 -13.02 69.33 0.19 Span # 2 2 8.000 17.24 64.50 0.27 +0.90D+E+0.90H Span # 1 1 3.000 -13.02 69.33 0.19 Span # 2 2 8.000 17.24 64.50 0.27 Overall Maximum Deflections Load Combination Span Max. "-" Defl (in) .ocation in Span (ft Load Combination \lax. "+" DO (invocation in Span (ft +D+L+H 1 0.0004 3.114 +D+L+H -0.0068 0.000 +D+L+H 2 O.0119 4.229 0.0000 0.000 23 of 27 Appendix Parcel Details Photographs 24 of 27 Snhom i h Onllne Government Information s Sarvicea County 4* Washington Property Account Summary Parcel Number 100434207600300 jProperty Address 814 DAYTON ST, EDMONDS, WA 98020-3337 General Information Property Description CITY OF EDMONDS BLK 076 D-00 - E1/2 LOT 3 & ALL LOTS 4 &5 Property Category Land and Improvements Status Tax Code Area Active, Locally Assessed 100210 Property Characteristics Use Code 111 Single Family Residence - Detached Unit of Measure Acre(s) Size (gross) 0.19 Related Properties No Related Properties Found Parties Role Percent Name Address Taxpayer 100 HAUSE 814 DAYTON ST, EDMONDS, WA 98020- RUSEL 3337 United States Owner 100 HAUSE 814 DAYTON ST, EDMONDS, WA 98020- RUSEL 3337 United States Property Values Value Type Tax Year 2021 Tax Year 2020 Tax Year 2019 Tax Year 2018 Tax Year 2017 Taxable Value Regular $894,000 $864,000 $847,200 $729,300 $661,100 Exemption Amount Regular Market Total $894,000 $864,000 $847,200 $729,300 $661,100 Assessed Value $894,000 $864,000 $847,200 $729,300 $661,100 Market Land $626,600 $612,800 $597,000 $505,200 $455,000 Market Improvement $267,400 $251,200 $250,200 $224,100 $206,100 Personal Property Active Exemptions No Exemptions Found Events Date Events Found Entry Date -Time Remarks 25 of 27 Tax Balance Installments Pa able Tax Year Installment Due Date rincipl Paterest, In Penalties and Costsl Total Duel Cumulative Due 2021 2 10/31/2021 $3,694.56 $0.001 $3,694.561 $3,694.56 I Distribution of Current Taxes I District Rate Amount Voted Amount Non - Voted Amount CENTRAL PUGET SOUND REGIONAL TRANSIT AUT 0.20 $176.20 $0.00 $176.20 CITY OF EDMONDS 1.26 $1,129.74 $319.57 $810.17 EDMONDS SCHOOL DISTRICT NO 15 2.80 $2,502.15 $2,502.15 $0.00 PORT OF EDMONDS 0.06 $51.76 $0.00 $51.76 PUB HOSP #2 0.06 $55.22 $0.00 $55.22 SNO-ISLE INTERCOUNTY RURAL LIBRARY 0.42 $379.43 $0.00 $379.43 SNOHOMISH COUNTY-CNT 0.64 $568.75 $0.00 $568.75 STATE 2.83 $2,525.87 $0.00 $2,525.87 TOTAL 8.27 $7,389.12 $2,821.72 $4,567.40 Pending Property Values � Pending Market Market Improvement Market Total Current Use Current Use Current Usel Tax Year Land Value Value Value Land Value Improvement Total Value 2022 $720,400.001 $287,500.00 $1,007,900.00 $0.00 $0.00 $0.00 Levy Rate History Tax Year Total Levy Rate 20201 9.337975 20191 9.270960 20181 10.730353 Real Property Structures Description IType IYear Built IMore Information 1 Story w/Basement IDwelfing 11961 IView Detailed Structure Information Receipts Date Receipt No. Amount Tendered Amount Due 06/14/202109:34:00 11730571 $3,768.45 $11,210.97 10/12/2020 09:24:00 11190792 $4,034.01 $6,024.68 04/03/202014:51:00 10897605 $4,034.00 $8,068.01 01/31/202010:50:00 10857008 $4,359.17 $4,359.17 04/17/2019 00:00:00 10363897 $3,927.17 $7,854.35 10/18/2018 00:00:00 10100606 $3,912.83 $3,912.83 04/17/2018 00:00:00 9798310 $3,912.82 $7,825.65 10/12/2017 00:00:00 9528652 $3,389.94 $3,389.94 04/17/2017 00:00:00 9265785 $3,389.94 $6,779.88 10/26/2016 00:00:00 8983855 $3,073.75 $3,073.75 04/07/2016 00:00:00 8658719 $3,073.74 $6,147.49 814 Dayton St Edmonds, WA 98020 0 56 113 Feet O 4 Snohomish County Assessor Washington --,�-------------------- - I � t { Legend Parcel Recent Sales 2021 Recent Sales 2020 Recent Sales 2019 �----------; f City Boundary County Park National Forest Water Street Types Interstate State Route Local Road Al maps, data, and information set forth herein ("Data"), are for illustrative purposes only and are not to be considered an official citation to, or representation of, the Snohomish County Code. Amendments and updates to the Data, together with other applicable County Code provisions, may apply which are not depicted herein. Snohomish County makes no representation or raaty co rnirg the content. accuracy, currency, completeness or quality of the Data contained herein and expressly disclaims any warranty of merchantability or fitness for any particular purpose. All persons accessing or otherwise using this Data assume all responsibility for se thereof and agree to hold Snohomish County harmless from and against any damages, loss, claim or liability arising out of any error, defect or omission contained within said Data. Washington State Law, Ch. 42.56 RCW, prohibits state and local agencies from providing access to lists of individuals intended for use for commercial purposes and, thus, no—unnucal use may be made of any Data comprising lists of Individuals cmmained herein. N 0 N V 27 of 27 Property Images 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