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REVIEWED BLD-BLD2022-0528+CALCS+4.27.2022_4.06.43_PM+28319871 of 36 RECEIVED Apr 28 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT LONGITUDE ONE TWENTYO BLD2022-0528 ENGINEERING & DESIGN Calculation Package for Foundation Llft 2 1, 5 Olympic A ve Edmonds, WA 98020 no: S220112-1XR Mal^ch . 2022 Prepared for: R&R Foundation Specialist 3409 McDougall Ave, suite 204 STRUCTURAL ENGINEER Everett, WA 98201 L120 ENGINEERING & DESIGN P: 425.760.5077 13150 91s' PL NE KIRKLAND, WA 98034-5901 CONTACT: MANS THURFJELL, PE EMAIL: MTHURFJELL@L120ENGINEERING.COM PHONE: (425) 636-3313 .,.,.,.,.,.,.,.,.......,.,.,.,.,.,.,.,.,.,.,.,. REVIEWED BY CITY OF EDMONDS BUILDING DEPARTMENT PROPERTY LINE 108'-0"" 0o wlNDow AREA OF WORK of o aa[ wrtxwz gMAx g•_p•• •.p•* L T, ____ ____________ _________________ ______ _________________ _________ Iz)vi�s O.C. DECK lal Pl eo o.c.M orcoaxEB T 8 &g con 6 / E•AC wino MAX 5 3 �PRIMARV 0 ENTRANCE 9 s � OF COB nS 3 2 EI1X wESTwnu 25'-0" M R m 60 D. (E) RESIDENCE 215 OLYMPIC AVE , T EDMONDS, WA _ 98020 4]'-0" PARCEL NO. 00a34204101700 LEGAL DESCRIPTION LOT SIZE: CITYOF EDMONDS BLK041 D-00-E 5FT LOT IT& .19 ACRE(S) ALL LOTS 18 & 19 LESSS 5FT FOR ALLEY ALSO BEG (8,276 SOFT) SW CDR TH N AEG W LN 105FT TO EDMONDS ST TH BUILDING LOT E ALG 5 LN SD ST 12.15FT TH 6105FT TAP ON COVERAGE: LN TH W 12.7FT TO TPB EXC S 5FTFOR ALLEY COVERAGE: 29% ER448 OWNER NAME & ADDRESS SOFT) MANSFIELD LINDA A & BRUCE TAMI TAYLOR 215 OL YMPIC AVE, EDMONDS, WA 9B020 PROPERTY LINE NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS. SITE PLAN LEGEND FOUNDATION NOTES 1. VERIFY ALL DIMENSIONS ON SITE. EXISTING RESIDENCE STRUCTURE 2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL PER R&R LEVEL SURVEY. EXISTING ADJACENT STRUCTURE 3. REFER TO THE FOLLOWING DETAILS FOR ADDITIONAL INFORMATION: --_, AREA OF PROPOSED WORK HELICAL PILES ...................................... 1/SD-1.1 DRIVEN PILES ........................................ VSD-1.1 PROPERTY LINE HELICAL PILES W STEEL CHANNEL... WSD-1.1 4. REFER TO STRUCTURAL CALCULATIONS PACKAGE DATED MARCH 25,2022. ---- APPROXIMATE DIMENSION FOR ADDITIONAL INFORMATION, SPECIFICATIONS, AND REQUIREMENTS. 5. LEVEL SURVEY PER R&R REPAIR PLAN DATED OCT 13, 2021 REFER TO HELICAL PILE STRUCTURAL CALCULATIONS PACKAGE FOR MODIFICATIONS AND ADDITIONAL REQUIREMENTS FOR REPAIR PLAN. STABIL-LOC PILE 8. MINIMUM PILE DIAMETER SHALL BE 2-7/8". HELIX CONFIGURATIONS PER R&R TO MEET LISTED DESIGN STRENGTH WITH APPLICABLE FACTORS OF SAFETY. ® EXISTING POST T. IT IS ACCEPTABLE TO INSTALL PILES AT THE SPACING SHOWN WITH ±V-6" 44 POST BASE WITH PAD TOLERANCE TO ALLOW FOR UNEXPECTED OBSTRUCTIONS ENCOUNTERED DURING PILE INSTALLATION PROVIDED THAT NO TWO ADJACENT SPANS EXCEED THE SPACING LIMITATION OF 6'-0.0.0. MAXIMUM. 8. ALL SUPPLEMENTAL CHANNELS TO SPAN FROM PILE TO PILE AND EXTEND MIN 8' PAST SUPPORTING PILE EA END. 9. ALL SUPPLEMENTAL CHANNELS TO BE ANCHORED TO THE FOUNDATION WITH 58 DIAM. x 4" SIMPSON TITEN HD SCREW ANCHORS (OR APPROVED EQUIVALENT) AT A MAXIMUM SPACING 18.00. ANCHORS TO BE CENTERED ON OR INSTALLED ABOVE THE CENTER LINE OF THE CHANNEL. 1D. FIELD VERIFY ALL EXISTING STEM WALLS AT AND BETWEEN PILE ATTACHMENT LOCATIONS ARE 8" THICK MINIMUM WITH T-8" HEIGHT (MEASURED FROM B/FTG TO PILE SPACING & LOAD REOUM ENTS TABLE MAX O.C.9PACINGk YR VERTICAL LAPACRY PROOF TESTING LOAD, Wig RLEB RLETYPE 611VN PILES END OFFSET ALLOWABLE LOADING ' WNVERNCALCAPACIIY(MIN ULTIMATE CAPACITY) LOCATION m.R.M HEUCN. I-0 UNO 0-0'UNO 13"I z6.OLy TYP 9,10,12,13 HELICAL B-0'UNO 3'P UNC 110Nip 2T.0 T1P 12 HEUCALI —UNO 3'1Y UNIT 100 MW 200IA T'P 1 IX2NEN S UNO 3tl UND 130 - 260 TTP T/CONC) MINIMUM. FIELD VERIFY EXISTING CONCRETE SIAB-ON-GRADE AT PILE ATTACHMENT IS 4" THICK MINIMUM. 11. PARCEL DIMENSIONS PROVIDED BY CITY OF SNOHOMISH ISLAND. NOT TO SCALE. PROPERTY LINE AND RESIDENCE LOCATING DIMENSIONS (WITH ASTERISK, ') APPROXIMATED PER SNOHOMISH COUNTY IMAP AND SEATTLE DEPARTMENT OF CONSTRUCTION AND INSPECTIONS GIS MAPPING TOOLS. NOT TO BE USED FOR LEGAL PURPOSES. 12. SITE FEATURES AND EXISTING STRUCTURES ON ADJACENT PARCELS NOT SHOWN FOR CLARITY. NOTES: 14. PILES SHALL BE INSTALLED TO MINIMUM EMBEDMENT OF S'-0" OR UNTIL a. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BY THE PILE REFUSAL, WHICHEVER IS SHALLOWER. 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 DRIVEN PILE REFUSAL CRITERIA: EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PART OF THE PILE ASSEMBLY. MAXIMUM ADVANCEMENT OF THE PILE SHALL CONTINUE UNTIL A WORKING PRESSURE INSTALLATION TORQUE RATING OF%300FT'LBS FOR A 2-T/B INCH DIAMETER HELICAL PILE WITH 0.203 INCH SHAFT WALL IS ACHIEVED TO PROVIDE THE SPECIFIED MINIMUM VERTICAL CAPACITY WITH THICKNESS PER ESR-3750. b. FOR HELICAL PILES, PER IDEAL GROUP DWG NO.:2T8TFG, THE ALLOWABLE STRUCTURAL CAPACITY FOR THE 27/8' SAFETY FACTOR OF NO LESS THAN TNO. ADVANCEMENT SHALL BE HALTED TRU-FORCE UNDERPINNING BRACKET IS LIMITED T029 KIPS. IMMEDIATELY IF THE STRUCTURE BEGINS TO EXPERIENCE UPLIFT FLEXURE. c. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC., IN ACCORDANCE WITH ESR-3750. E. CONCENTRIC DRIVEN PILES AS MANUFACTURED BYSTABIL-LOC SYSTEMS, LLC, IN ACCORDANCE WITH ESR-4121. e. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR ANY PART HELICAL PI LE REFUSAL CRITERIA: OF THE ASSEMBLY. TORQUING OF THE PILE SHALL CONTINUE UNTIL A HYDRAULIC PRESSURE IS f. MAXIMUM ON -CENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN. ACHIEVED TO PROVIDE THE SPECIFIED MINIMUM VERTICAL CAPACITY WITH A SAFETY FACTOR OF NO LESS THAN TNO. ADVANCEMENT SHALL BE HALTED IMMEDIATELY IF THE STRUCTURE BEGINS TO EXPERIENCE UPLIFT FLEXURE. LEVEL SURVEY LOcOFNEREOFWIND0W LOCATE PILE WTMIN 21MA% .1 CORNER .PAT' WITHIN 3FT MA% IS PIL&5 @ e'A• .C. MAX (2) PILES @ 8' 0" O.C. MAX LOCATE PILE WIT"ll 11 MAX OF ENER OFCORNER LOCATE PILES ON EACH COWNNDOOF W () S@ OO.MAX (6) PILES O.G_M LOCATE PILE c. WITHOF CORNER a'<LOCATE (1) PI L A 'li,° R= WALLz R k R&R LEVEL SURVEY SEE STRUCTURAL CALCULATION PACKAGE FOR ADDITIONAL REQUIREMENTS FOUNDATION PLAN LONGITUDE ONE TWENTY ENGINEERING & DESIGN Scone/Obiective PROJECT SUBJECT BY NJ 3 of 36 PROJECT NO. NO. S220112-1 XR 215 Olympic Ave, Edmonds, WA 98020 Foundation Stabilization/Jackin DATE 3/25/22 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" on -center with the use of C6x8.2 steel channels spanning from pile to pile at the locations indicated on the attached Level Survey. Piles and supplemental channel to be installed in accordance with SSK-01, SSK-02 & SSK-001. - End piles are to be placed as close to corners as possible and shall not exceed a max corner offset distance of T-0". - A maximum allowable loading of 1,560 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: Exterior/Perimeter Helical Piles 3-8,11,14 @ 8'-0" o.c. ............ 13 kip minimum vertical capacity (allowable load) Exterior/Perimeter Concentric Piles 1 @ 8'-0" o.c. ............ 13 kip minimum vertical capacity (allowable load) Exterior/Perimeter Helical Piles 9,10,12,13 @ 8'-0" o.c. ............ 11 kip minimum vertical capacity (allowable load) Interior/Perimeter Helical Piles 1,2 @ 8'-0" o.c. ............ 10 kip minimum vertical capacity (allowable load) Note: Refer to the attached General Notes for additional requirements. - As determined by R&R, the site appears to have no lateral (horizontal) displacements or concerns. As such, the analysis and recommendations presented in this report have been strictly limited to vertical stabilization/jacking. If lateral movement is observed or expected additional structural analysis will be required. - Structural recommendations contained in this package are based on site photographs, dated October 13, 2021, and the geotechnical report, dated March 2, 2022, by Cobalt Geosciences. Both the photographs and geotechnical report were provided by R&R and are included within this package. Please inform L120 of site -specific conditions that were unconsidered by, may conflict with, or otherwise compromise the recommendations contained within this package, including, but not limited to, water drainage, slope stability, existing structural damage, or existing subsurface obstructions. In this instance, the structural assumptions, recommendations, and scope for this project will need to be revisited to consider and address the new findings Refer to the following pages for pile and connection specifications. L120 ENGINEERING & DESIGN 4 of 36 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 36 GENERAL NOTES CONCENTRIC/DRIVEN PILES 1. "CONCENTRIC" OR DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED IN ACCORDANCE WITH THE 2018 INTERNATIONAL BUILDING CODE (IBC). 2. IT IS RECOGNIZED THAT THE SEATTLE BUILDING CODE (SBC) REQUIRES 8 INCH MINIMUM DIAMETER PIPE FOR PIPE PILE INSTALLATION. THE APPROPRIATE ANALYSIS/EVALUATION AND TESTING REQUIREMENTS IN ACCORDANCE WITH SEATTLE DEPARTMENT OF CONSTRUCTION & INSPECTIONS (SDCI) DIRECTOR'S RULE 10-2009 ARE PROVIDED TO ALLOW FOR USE OF PILES LESS THAN 8 INCHES IN DIAMETER AS REQUIRED BY SECTION 104.5 OF THE SBC. 3. DRIVEN PILES SHALL BE DESIGNED AND MANUFACTURED BY STABIL-LOC SYSTEMS, LLC, AND SHALL BE IN ACCORDANCE WITH ESR-4121. 4. ALL MATERIAL PROPERTIES OF DRIVEN PILE COMPONENTS SHALL COMPLY WITH ESR-4121. 5. CORROSION PROTECTION OF ALL PILE COMPONENTS SHALL COMPLY WITH THE ICC-ES ACCEPTANCE CRITERIA FOR CORROSION PROTECTION OF STEEL FOUNDATION SYSTEMS USING POLYMER (EAA) COATINGS (AC228). 6. ALL PILE COMPONENTS SHALL BE GALVANICALLY ISOLATED FROM CONCRETE REINFORCING STEEL, BUILDING STRUCTURAL STEEL, OR ANY OTHER METAL BUILDING COMPONENTS PER AC358 SECTION 3.9. 7. THE SHAFT SHALL BE DESIGNED AND FABRICATED TO SUPPORT THE SPECIFIED DESIGN LOADS. 8. ONLY MANUFACTURER -APPROVED CONNECTORS, ADAPTORS, AND ACCESSORIES MAY BE USED. 9. DRIVEN PILES SHALL BE INSTALLED VERTICALLY INTO THE GROUND WITH AN ALLOWABLE ANGLE OF INCLINATION OF 1 DEGREE FROM VERTICAL PER SECTION 5.7 OF ESR-4121. 10. DRIVEN PILES SHALL BE INSTALLED TO THE MINIMUM FORCE REQUIRED TO PROVIDE THE MINIMUM REQUIRED LOAD CAPACITIES INDICATED ON PLAN INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2). THE MAXIMUM INSTALLATION FORCE SHALL NOT EXCEED THE ALLOWABLE CAPACITY OF ANY INDIVIDUAL COMPONENT OF THE ASSEMBLY. 11. ALL BRACKETS AND PILE ASSEMBLY COMPONENTS SHALL HAVE ADEQUATE CAPACITY TO ACHIEVE THE MINIMUM REQUIRED BEARING CAPACITY INCLUDING A FACTOR OF SAFETY NO LESS THAN TWO (2). 12. THE PILE QUANTITY, LAYOUT, AND SPACING INDICATED ON PLAN SHALL NOT BE CHANGED WITHOUT WRITTEN APPROVAL FROM THE ENGINEER -OF -RECORD PRIOR TO INSTALLATION. 13. SPECIAL INSPECTION IN ACCORDANCE WITH IBC SECTION 1705.7 IS REQUIRED FOR INSTALLATION OF THE STABILLOC FOUNDATION PIERING SYSTEM. A GEOTECHNICAL SPECIAL INSPECTOR MUST VERIFY AND RECORD THE FOLLOWING: A. VERIFICATION OF MANUFACTURER PRODUCT MODEL NUMBERS B. TYPES, CONFIGURATIONS, AND IDENTIFICATIONS OF HYDRAULICALLY DRIVEN STEEL PIER SEGMENT AND ADJUSTABLE HEAD ASSEMBLY AS SPECIFIED IN ESR-4121 AND THE CONSTRUCTION DOCUMENTS. C. INSTALLATION PROCEDURES, ANTICIPATED AND ACTUAL PILING DEPTH D. TIP ELEVATIONS, THE INSTALLATION PRESSURE AND FINAL DEPTH OF THE DRIVEN FOUNDATION SYSTEM E. INCLINATION AND POSITION/LOCATION OF HYDRAULICALLY DRIVEN PIER SEGMENTS H. COMPLIANCE OF THE INSTALLATION WITH THE APPROVED CONSTRUCTION DOCUMENTS AND THIS EVALUATION REPORT. 14. PILES IMPROPERLY INSTALLED BECAUSE OF MISLOCATION, MISALIGNMENT, OR FAILURE TO MEET OTHER SPECIFIED DESIGN/INSTALLATION CRITERIA ARE NOT ACCEPTABLE. ABANDON REJECTED PILES AND INSTALL ADDITIONAL PILES AS REQUIRED. DRIVEN PILE PROOF TESTING THE CAPACITY OF THE INSTALLED PILES SHALL BE VERIFIED BY FIELD TESTING OF A MINIMUM THREE (3) PERCENT OF PILES UP TO FIVE (5) PILES MAXIMUM (ONE (1) MINIMUM) IN ACCORDANCE WITH THE PROCEDURE OUTLINED IN ASTM D1143 AND/OR THE 2018 SEATTLE BUILDING CODE (SBC). THE MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD. 6 of 36 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. 7 of 36 PROJECT NO. NO. S220112-1XR PROJECT 215 Olympic Ave, Edmonds, WA 98020 LONGITUDE SUBJECT ONE TWENTYO ENGINEERING & DESIGN BY NJ Foundation Stabilization/Jacking DATE 3/25/22 ideal Foundation Systems2-718"O Helical Pile ]0.203-inch wall thickness) - Soil Capacity per ESR-3750 DIGGA6KDrive Head Pressure Torque CorrelQtionFactor, Kt Ultimate Axial Compressive Allowable Axial Compressive L120 ENGINEERING &DESIGN LONGITUDE ONE TWENTYO ENGINEERING & DESIGN 8 of 36 PROJECT NO. NO. S220112-1 XR PROJECT 215 Olympic Ave, Edmonds, WA 98020 SUBJECT Ideal Helical Pile Installation Chart BY NJ DATE 3/25/22 Ideal Foundation Systems 2-7/8"0 * Helical Pile (0.203-inch wall thickness) -Soil Capacity per ESR-3750 DIGGA lOK Drive Head Pressure (Psi) Torque, T (ft*Ibs) Torque Correlation Factor, Kt [Compression] (ft i) Ultimate Axial Compressive Capacity, P„ = K,*T (kips) Allowable Axial Compressive Capacity, Pa = 0.5*P„ (kips) 500 1,740 9 15.7 7.8 600 2,088 9 18.8 9.4 700 2,436 9 21.9 11.0 800 2,784 9 25.1 12.5 900 3,132 9 28.2 14.1 1000 3,480 9 31.3 15.7 1100 3,828 9 34.5 17.2 1200 4,176 9 37.6 18.8 1300 4,524 9 40.7 20.4 1400 4,872 9 43.8 21.9 1500 5,220 9 47.0 23.5 1600 5,568 9 50.1 25.1 1700 5,916 9 53.2 26.6 1800 6,264 9 56.4 28.2 1900 6,612 9 59.5 29.8 L120 ENGINEERING &DESIGN LONGITUDE ONE TWENTYO ENGINEERING & DESIGN 9 of 36 PROJECT NO. NO. S220112-1 XR PROJECT 215 Olympic Ave, Edmonds, WA 98020 SUBJECT Stabil-Loc Concentric Pile Installation Chart BY NJ DATE 3/25/22 Stabil-Lac 2-7/8"O i.) Power Team C25C Hydraulic Cylinder effective cylinder area hasfrom manufacturer cut sheets ii.) Piles shall reach a pressure that correlateswith an allowable capacitythat meets or exceedsthe maximum allowable load demand as listed in the structural package, but shall not exceed the maximum allowable capacityfor any part of the pile assembly. iii.) Refer to ESR-41z1 and Sttlbd-toc, Inc, documentsfor additional information and requirements. iv.) 1 kip=1,030Ibs Concentric Pier - Soil Capacity per by Installation Pressure PawerTeam C25C Hydraulic Cylinder Pressure, p C�+11nder l=ffestiveAre Q A2 (in ) Urtrmate Axial Compressive Co'pr?crty, P. _ p *A A!lawabreAxfr?lCompressive Capacity, Pa = 0.5* P„ 1,000 5.15 5.2 2.6 1,5{}[3 5.15 7.7 3.9 z,4(}Q 5.15 10.3 5.2 2,500 5.15 12.9 6.4 3,000 5.15 15.5 7.7 3,5013 5.15 18.0 9.0 4,000 5.15 20.6 10.3 4,500 5.15 23.2 11.6 5,000 5.15 25.8 12.9 5,540 5.15 28.3 14.2 6,+?Da 5.15 30.9 15.5 6,500 5.15 33.5 16.7 7,000 5.15 36.1 18.0 7,540 5.15 38.6 19.3 S,Ui16 5.15 41.2 20.6 8,500 5.15 43.8 21.9 9,000 5.15 46.4 23.7 9,540 5.15 48.9 24.5 L120 ENGINEERING &DESIGN 10 of 36 Wednesday, October 13, 2021 SCOPE OF WORK Crew will install 3" Helical Piles with 6" Steel Channel, 3" Stabil-Loc Pier, as well as 4x4 Post Bases with Pads, and lift home to maximum practical recovery. Carew will drive plies to a maximum 2b' atter there will be a ,�2u a toot cnarge per pile. L120 is in concurrence with pile layout recommended by R&R provided that the proposed layout is followed as marked and that a maximum pile spacing of W-0"o.c. with the use of C6x8.2 steel channels spanning from pile to pile, is achieved. Ref. SSK-01, SSK-02 and SSK-001. 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. 2. End piles are to be placed as close to corners as possible and shall not exceed a maximum corner distance of 3'-0" as marked. 3. Supplemental steel to be anchored to concrete with 5/8" diam Simpson Titen HD screw anchors @ 12"oc with a 4" minimum embedment. Refer to attached SSK-03. LOCATE PILE (3) PILES @ 8'-0" O.C. MAX (2) PILES @ 8'-0" O.C. MAX WITHIN 2FT MAX LOCATE PILE OF CORNER LOCATE PILE deck f7 a, m a s 11 WITHIN 2FT MAX OF CORNER WITHIN 3FT MAX door i 518 4 1I4 51! OF CORNER - LOCATE PILES ON EACH CORNER OF ActGas�: ssl I 2 4 WINDOW - 5 3 2 5 s -4 1/ 1 (2) PILES @ '-0" O.C. MAX M = Existing Post -3 3 2 3 rn a° En = 3" Helical Pile 4 1 2 1/4 14 Y = 3" Stabil-Loc Pier — -2 5/B 1 3/4 1 4y wXth Pasa Base (6) PILES @ 8'-0" O.C. MAX 1 314 Crack -3 y 1 bI8 2 -1 3/4LOCATE (1) PILE APROX4'-0" ro 1 FROM WE�t8 o WALL 4' LOCATE PILE 1 1/2 WITHIN 1 FT MAX OF CORNER 25' 1J... Tl ZU NOTE: 1-120's scope is limited to the perimeter support systems/continuous footings of the primary structure. All stabilization and replacement efforts of exterior decks and deck supporting elements are outside of 1-120's contract and scope and are not addressed in this package. - L120 11 of 36 Wednesday, October 13, 2021 JUb F'HU FOS iverui slue ei Herne, rues j-ii will ue insLaneu Here with 6" Steel Channel. 11 I� FOUNDATION SPECIALIST North side of home, Piles 7 & 8 will be installed here with 6" Steel Channel. Bushes will need to be trimmed by others before crew arrives. 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 Iasi slae oT nome, riles 1L-i4 wiii oe Insiallea nere. Porch will need to be removed and replaced by homeowner. West side of home, Piles 1-6 will be installed here with 6" Steel Channel. LONGITUDE ONE TWENTYO ENGINEERING & DESIGN 12 of 36 PROJECT NO. NO. S220112-1 XR SSK-01 PROJECT 215 Olympic Ave, Edmonds, WA 98020 SUBJECT Foundation Stabilization/Jackin BY dJ (E) WOOD FRAMED FLOOR SYSTEM, FIELD VERIFY DATE 3/25/22 (E) CONIC STEM WALL T/STEM WALL = FIELD VERIFY 8" MIN THICKNESS, T/FIN GRADE _ CONTRACTOR TO VERIFY v.I n_ l n— l n= VARIES d—_— • 1111=IIII-IIII- _ry (E) FTG TO BE CUT FLUSH OI--- I}i ' d=IIII=IIII=111 WITH FACE OF STEM WALL = Q w IIII=IIII=IIII= WITH A 12" MAX WIDTH FOR z > z o =IIII_=IIII= III- INSTALLATION POCKET IIII=IIII=1- N�~ `"'d=111—III—IIII: "' .IIII=IIII IIII-11, T/CONC FTG = —1111=IIII=IIII=IIII=IIII � �- � �- IIII=IIII-11 d IIII—IIII ' —IIII=11d � - d IIPk—_ 'ill IIII=IIII-IIII= (E) CONTINUOUS —IIII =IIII =IIII = CONC 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. FIELD VERIFY IDEAL HELICAL PILE & REPAIR BRACKET ASSEMBLY PER R&R FOUNDATION SPECIALIST TO CONFORM TO ESR-3750 L120 ENGINEERING & DESIGN LONGITUDE ONE TWENTYO ENGINEERING & DESIGN 13 of 36 PROJECT NO. NO. S220112-1 XR SSK-02 PROJECT 215 Olympic Ave, Edmonds, WA 98020 SUBJECT Foundation Stabilization/Jackin BY dJ (E) WOOD FRAMED FLOOR SYSTEM, FIELD VERIFY DATE 3/25/22 (E) CONC STEM WALL T/STEM WALL = FIELD VERIFY 8" MIN THICKNESS, T/FIN GRADE _ CONTRACTOR TO VERIFY - ' " ' =IIII-IIII=III VARIES CONTINUOUS CHANNEL _ 0 IIII=IIII=IIII= E � o &ANCHORAGE WHERE ( ) FTG TO BE CUT FLUSH w I--- 1— REQ'D PER PLAN =IIII=IIII=III WITH FACE OF STEM WALL = Q w IIII=IIII=IIII= WITH A 12" MAX WIDTH FOR z o C CHANNEL =IIII=IIII- III: INSTALLATION POCKET �- IIII=IIII-1 I-1 `V ~ 6"MAX V =IIII=III -IIII N .IIII=IIII IIII=1� T/CONC FTG = FIELD VERIFY =�I11=IIII=IIII=IIII-IIII � '- '- =IIII-IIII _IIII-IIII=IIII-11 " d " IIIII—IIII= -IIII-IIII ' -IIII-IIII I-IIII-11° ' - ' IIII=IIII- ��II IIII=IIII=IIII= III=IIII=III' (E) CONTINUOUS ''�=IIII-IIII=IIII I�'' 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. IDEAL HELICAL PILE & REPAIR BRACKET ASSEMBLY PER R&R FOUNDATION SPECIALIST TO CONFORM TO ESR-3750 L120 ENGINEERING & DESIGN LONGITUDE ONE TWENTYO ENGINEERING & DESIGN PROJECT 14 of 36 PROJECT NO. NO. S220112-1XR SSK-03 215 Olympic Ave, Edmonds, WA 98020 SUBJECT SupffieKtWabi)8t8Wf flkatle66l-altegmmendations BY NJ STEEL CHANNEL INSTALLATION AT (E) CONCRETE STEM WALL: Ir, STEEL SHALL BE col 0� WHERE I IF REO'D, JUNC .1 �tB SEGMENTS TO BE CTRE=OH rp JUNCTION NOT TO CORNER-ADJAC =IIII= II=IIII =IIII= II=IIII =IIII= II-IIII ANCHOR PER N0lt 2, TYP - 'd " ------------------ -_____'------------------------ DATE 3/25/22 III=IIII IIII=IIII=IIII=III — IIII=IIII=1111- =1111= 11=IIII=IIII=�=�-�_ 111=IIII=11 III=IIII IIII=IIII=IIII-I01 I -IIII=IIII= IIII=11 =IIII=IIII= III-1 I=IIII= 1=IIII-11 III=IIII=_ III��IgLEjhI�I�IILIilul�llll=IIII=IIII= IIII=IIII=1�I�x��IlUl�ll11=IIII=IIII=IIII=IIII-11 III=IIII=IIII=IIII-1111=IIII=IIII=IIII=IIII=IIII= IIII=�I�I=1,= � —I� =�E� =IIII=IIII=IIII=11 �i �—I�,—�T IIII="1IPI=1 -11i1_ Ifl --PI1_1111=1111_II .lII-IIII-IIII-IIII-IIII-IIII-IIII-IIII-IIII-IIII-,,,, CONC STE4WALL CHANNEL w 0 Z �a U , � Z O U u Q LLJ Z II—IIII—II Q m x IIII=IIII= �0 11=IIII-11 IIII=IIII= 1=IIII-11 It HANI4L TO EXTEND �FYO PILE @ EA END; =IIII -61' Wq TYP, II III""T CORNERS � =_IIII=IIII= „—„II-IIII-11 NOTES: Aee�nAnaus CMU = CONCRETE MASONRY UNIT 1) ALL STEEL MEMBERS AND COMPONENTS SHALL BE GALVANIZED FOR EXTERIOR USE. CONC = CONCRETE 2) ALL ANCHORS SHALL BE 5/8"8 SIMPSON TITEN HD SCREW ANCHORS W/ 4" MINIMUM EMBEDMENT INTO EAR EACHNTERED CONCRETE. ANY SUBSTITUTION SHALL BE SUBMITTED TO L120 FOR APPROVAL PRIOR TO INSTALLATION. FT 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 LONGITUDE ONE TWENTYO ENGINEERING & DESIGN 15 of 36 PROJECT NO. NO. S220112-1 XR SSK-001 PROJECT 215 Olympic Ave, Edmonds, WA 98020 SUBJECT Installation Detail - Stabil-Loc Concentric Pile BY NJ (E) WOOD FRAMED FLOOR SYSTEM, FIELD VERIFY 8" MIN THICKNESS, CONTRACTOR TO VERIFY -1111-1111=1111=IIII=1111 � �- ""-=1111=1111=11 -IIII=1111 ; , '=IIII=11 II �� 'ill IIII=IIII (E) CONTINUOUS =1111= CONIC FOOTING DATE 3/25/22 (E) CONIC STEM WALL T/STEM WALL = FIELD VERIFY T/FIN GRADE _ VARIES _1111=IIII-111 IIu-IIII-1111- T/CONC FTG = h ° IIII-1111 FIELD VERIFY 1111=IIII=_ d=IIII-1111 WEDGE ANCHORS d PER STABIL LOC 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 J SYSTEM BY OTHERS. PRIME AND PAINT PER MFR OR GALVANIZATION PER ASTM 153/A123. II 3. AT CUT INSTALLATION POCKET ALL EXPOSED STEEL w ui REINFORCEMENT SHALL BE SEALED OR COATED TO PREVENT a U) CORROSION. i ':' REQUIREMENTS STABIL-LOC CONCENTRIC PIER ASSEMBLY PER R&R FOUNDATION SPECIALIST TO CONFORM TO ESR-4121 L120 ENGINEERING & DESIGN 16 of 36 ESR-4121 I Most Widely Accepted and Trusted FODTHG E4 1M RE➢GE AR04M I �ANIR F AIE - R"ll ' - CUT M FT R WALL AF'IEA WILM F10 Grr PYN9T It OUTER RSS AT NSTAUATO I Ix' IF7 ON FpOT YC TYMCAL OUTER PIER SEG ERT Roma H33 I F- xal7�xx17 A5N AM- 3 AMMUM NIfR GA. 0 • OUTER PER I SEp1EM'-S 11ACAL INTER PER iERINT ROOM = Asm A300.W CR. e OR OTRm 5mTA PIER ASSEMBLY STAHL-LUC MYEU% LLC DATE: 8-12-18 FIGURE 1—STABIL-LOC' FOUNDATION PIERING SYSTEM ?,6 0 HCI FS OUTLINL OEM V1 R100A08 B=TWEEN RFARIN0 BRG E do FOOTING PLATE FOOTING k , b 2-%*0 x 3,5" WIN, (2W) LUOLDMENI ESR 1396 WEDG= ANCHORS BEARING - - PLATE R BLOCK I I + I HEAD ROUND I Ir 11 PLATE -ISS2.375x0.168 ASSEMBLED INNER CUT TO FIT k I & OUTER PIER INSTALL AFTER SEGMENTS COMPLETED PIER INSTALLATION HEAD ASSEMBLY SAML-9C STSTaS. LLC FIGURE 2—STABIL-LOCH FOUNDATION PIERING SYSTEM ADJUSTABLE HEAD ASSEMBLY 1 1/2 X 1 SLOT(TYP) 3 X 3/4 SLOT(TYP) 2 7/8" TRUFORCE BRKT BRACED BASE GALV. TOP 2 7/8" TRUFORCE BRKT BRACED BASE GALV. FRONT TRUFORCE UNDERPINNING BRACKET FOR 2 7/8'' PILE SHAFT �7%2� + + 1 1/2 X ] 2 7/8" TRUFORCE BRKT T-BRKT GALV. SLOT (TYI 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. . 4 22 2020 -KED 0 D Ec A L 4 23 2020 1 kL �L 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 278TFBPG 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 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 LONGITUDE ONE TWENTY ENGINEERING & DESIGN LOAD ANALYSIS: IBC 2018 - 1-STORY BUILDING Typical Pile 8'-0" Span(Helical Piles 3-8,11,14 , Concentric Piles 1) : Roof LL (snow ground): 25 psf Floor LL: 40psf Floor/Roof DL: 15psf Wall DL: 12psf Stemwall DL: 100 psf (8" wall) Roof Trib: 0.5*40' span = 20' Floor Trib: 0.5*6' max span = 3' Typical Flr Ht: 10' *1story=10'-0" Deck LL: 60 psf Deck Trib = 3' Case 2: Uniform Load: WDL= 15psf*(20'+3'+3')+12psf*(10')=0.51 klf WDL (Stemwall) = 100psf * 2.5ft = .25klf WSL=25psf*( 20')= 0.5 klf WLL=40psf*( 3') + 60psf*(3')=0.3 klf WTL= DL+SL+LL = 0.51 kif+0.5klf+0.3kif = 1.31 klf (w/o stemwali) 0.51klf+0.25klf+0.5klf+0.3klf= 1.56kif (wi stemwall) Case 1: Point Load (8'-0" span): PDL= 0.51 klf*8'-0" = 4.08 kips PDL (stemwalq= 0.25k1f * 8'-0" = 2 kips PSL= 0.5klf*8'-0" = 4 kips PLL= 0.3klf*8'-0" = 2.4 kips PTL (w10 stemwaIIDL) = 1.31 klf*8'-0"= 10.5k PTL (w/ stemwall DL) = 1.56klf*8'-0"= 12.8k Refer to attached calculations for analysis. 19 of 36 PROJECT NO. NO. S220112-1 XR PROJECT 215 Olympic Ave, Edmonds, WA 98020 SUBJECT Foundation Stabilization/Jacki BY NJ DATE 3/25/22 ---------------------- ----------------------- L/2 L/2 i-S NOTES: 1. Both uniform and point loads analyzed in the following calculations. Uniform loads are assumed to be standard due to load distribution from bearing walls, however, the additional point load is conservatively considered here for any major beam supports from above. 2. Maximum loading on the grade beam was determined by inspection of the building geometry and through conservative assumptions regarding span lengths and support wall/foundation. All concrete walls assumed full tributary span of floor and roof members. Conclusion: Based on the loading and geometry of the structure we conclude that the foundation may be stabilized through the use of piles and connections per R&R. These are to be attached to the stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than 8'-0" with the installation of C6x8.2 channels, bolted to the existing foundation (connections per R&R), spanning pile -to -pile. L120 ENGINEERING & DESIGN LONGITUDE ONE TWENTY ENGINEERING & DESIGN LOAD ANALYSIS: IBC 2018 - 1-STORY BUILDING Typical Pile 8'-0" Span (Helical Piles 9910121, 3): Roof LL (snow ground): 25 psf Floor LL: 40psf Floor/Roof DL: 15psf Wall DL: 12psf Stemwall DL: 100 psf (8" wall) Roof Trib: 0.5*32' span = 16' Floor Trib: 0.5*20' max span = 3' Typical Flr Ht: 10' *1 story=10'-0" Case 2: Uniform Load: WDL = 15psf*(20'+3'+3')+12psf*(10')=0.51kif WDL (stemwau) = 100psf * 2.5ft = .25klf WsL =25psf*( 20')= 0.5 klf WLL=40psf*( T) + 60psf*(3')=0.3 klf WTL = DL+SL+LL = 0.51 klf+0.5k1f+0.3k1f = 1.31 klf (w/o stemwall) 0.51klf+0.25klf+0.5klf+0.3klf= 1.56kif (w/ stemwal I) Case 2: Uniform Load on header (10' span): WDL = 15psf*(20')=0.3k1f WSL =25psf*(20')= 0.5 klf WLL=40psf*(3') = .12 klf WTL = DL+SL = 0.3klf+0.5kif = .8 klf Case 1: Point Load from header+ 1/2 typ 8ft span reaction: PTL (w/ stemwau DL) = 0.8klf*10'/2 + 1.56klf*4' = 10.25 kips Refer to attached calculations for analysis. 20 of 36 PROJECT NO. NO. S220112-1 XR PROJECT 215 Olympic Ave, Edmonds, WA 98020 SUBJECT Foundation Stabilization/Jacki BY NJ DATE 3/25/22 ---------------------- --I-'------------------------ L/2 L/2 20 NOTES: 1. Both uniform and point loads analyzed in the following calculations. Uniform loads are assumed to be standard due to load distribution from bearing walls, however, the additional point load is conservatively considered here for any major beam supports from above. 2. Maximum loading on the grade beam was determined by inspection of the building geometry and through conservative assumptions regarding span lengths and support wall/foundation. All concrete walls assumed full tributary span of floor and roof members. Conclusion: Based on the loading and geometry of the structure we conclude that the foundation may be stabilized through the use of piles and connections per R&R. These are to be attached to the stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than 8'-0" with the installation of C6x8.2 channels, bolted to the existing foundation (connections per R&R), spanning pile -to -pile. L120 ENGINEERING & DESIGN LONGITUDE ONE TWENTY ENGINEERING & DESIGN LOAD ANALYSIS: IBC 2018 - 1-STORY BUILDING Typical Pile 8'-0" Span (Helical Piles 19_ Roof LL (snow ground): 25 psf Floor LL: 40psf Floor/Roof DL: 15psf Wall DL: 12psf Stemwall DL: 100 psf (8" wall) Roof Trib: 0.5*16' span = 8' Floor Trib: 0.5*16' max span = 8' Typical Flr Ht: 10' *1story =10'-0" Case 2: Uniform Load: WDL=15psf*(8'+8')+12psf*(10')=0.36kif WDL (Stemwall)= 100psf * 2.5ft = .25klf WSL=25psf*(8')= 0.2 klf WLL=40psf*(8')=0.32 klf WTL= DL+SL+LL = 0.36klf+0.2klf+0.32kif = .88 klf (w/o stemwall) 0.36klf+0.25klf+0.2klf+0.32klf= 1.13kif (w/ stemwall) Case 1: Point Load (8'-0" span): PDL= 0.36klf*8'-0" = 2.9 kips PDL (stemwall)= 0.25klf * 8'-0" = 2 kips PSL= 0.2klf*8'-0" = 1.6 kips PLL= 0.32klf*8'-0" = 2.6 kips PTL (w/o stemwall DL) = .88klf*8'-0"= 7.04k PTL (w stemwall DL) = 1.13klf*8'-0"= 9.04k Refer to attached calculations for analysis. 21 of 36 PROJECT NO. NO. S220112-1 XR PROJECT 215 Olympic Ave, Edmonds, WA 98020 SUBJECT Foundation Stabilization/Jacki BY NJ DATE 3/25/22 ---------------------- ----------------------- L/2 L/2 2,-2't ( 1 8"+ 8") Pile and connection requirements per Pile and connection requirements per contractor contractor NOTES: 1. Both uniform and point loads analyzed in the following calculations. Uniform loads are assumed to be standard due to load distribution from bearing walls, however, the additional point load is conservatively considered here for any major beam supports from above. 2. Maximum loading on the grade beam was determined by inspection of the building geometry and through conservative assumptions regarding span lengths and support wall/foundation. All concrete walls assumed full tributary span of floor and roof members. Conclusion: Based on the loading and geometry of the structure we conclude that the foundation may be stabilized through the use of piles and connections per R&R. These are to be attached to the stem -wall (grade -beam) at an on -center (o.c.) spacing no greater than 8'-0" with the installation of C6x8.2 channels, bolted to the existing foundation (connections per R&R), spanning pile -to -pile. L120 ENGINEERING & DESIGN 22 of 36 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 5/8" ox4" Titen HD Elastic Modulu= 3,122.0 ksi Fy - Stirrups 36.0 ksi Screw Anchor@ 18"oc fy -Main Reba- 36.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # 3 26" STEE=EQUIV. 6" max STEEL, ENu - E - Main Reba= 2 ,000.0 ksi ber of Resisting Legs Per Stirrup = 2 C6x8.2 f, EQUIV. C6x8.2 = 36ksi 12" D(8 L(10) S(10) Loading is conservative and therefore has not been reduced for loads calculated on previous page. 8" vJ3)PL6" 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 23 of 36 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 24 of 36 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 25 of 36 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 26 of 36 Project Title: Engineer: Project ID: Project Descr: Concrete Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06011993 L120 Engineering and Design DESCRIPTIO 8ft + 3ft cantilever Concrete Beam w/ Channel - Max Uniform Load CODE REFERENCES Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties f'c = 2.50 ksi Phi Values Flexure: 0.90 8" 1/2 fr = fc 7.50 = 375.0 psi Shear : 0.750 C6x8.2 yr Density = 145.0 pcf R 1 = 0.850 LtWt Facto = 1.0 5/8"Ox4" Titen HD Elastic Modulu= 3,122.0 ksi Fy - Stirrups 36.0 ksi Screw Anchor@ 18"oc fy -Main Reba- 36.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # 3 26" STEEL ARESIEQUIV. 6" max E -Main Reba- 2 ,000.0 ksi Nu ber of Resisting Legs Per Stirrup = 2 C6x8.2 = 2.39in2 f, EQUIV. C6x8.2 = 36ksi 12" i D(3a L(34 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 27 of 36 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 28 of 36 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 29 of 36 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 30 of 36 Appendix Parcel Details & Photographs 31 of 36 nohomish Online Government Information & Services Cou n# Washington Property Account Summary 1/16/2022 Parcel Number 100434204101700 jProperty Address 1215 OLYMPIC AVE, EDMONDS, WA 98020 Tax Balance No Charges are currently due If you believe this is incorrect, please contact our Office at (425) 388-3366. Distribution of Current Taxes District Rate 0.20 Amount $148.88 Voted Amount $0.00 Non -Voted Amount $148.88 CENTRAL PUGET SOUND REGIONAL TRANSIT AUT CITY OF EDMONDS 1.26 $954.60 $270.03 $684.57 EDMONDS SCHOOL DISTRICT NO 15 2.80 $2,114.24 $2,114.24 $0.00 PORT OF EDMONDS 0.06 $43.74 $0.00 $43.74 PUB HOSP #2 0.06 $46.66 $0.00 $46.66 SNO-ISLE INTERCOUNTY RURAL LIBRARY 0.42 $320.61 $0.00 $320.61 SNOHOMISH COUNTY-CNT 0.64 $480.57 $0.00 $480.57 STATE 2.83 $2,134.26 $0.00 $2,134.26 TOTAL 8.27 $6,243.56 $2,384.271 $3,859.29 Pending Property Values Pending Tax Year Market Land Value Market Improvement Value Market Total Value Current Use Land Value Current Use Improvement Current Use Total Value 2022 $605,300.00 $245,400.00 $850,700.00 $0.00 $0.00 $0.00 Levy Rate History Tax Yea 2021 201 9.33 9.270960 Real Property Structures 11 Information Receipts Date Receipt No. Amount Tendered Amount Due 10/26/2021 00:00:00 11824681 $3,121.78 $3,121.78 03/29/2021 16:42:00 11460560 $3,121.78 $6,243.56 11/05/2020 15:12:00 11408503 $3,321.52 $3,321.52 04/22/2020 15:01:00 11062159 $3,321.52 $6,643.04 10/31/2019 00:00:00 10815365 $3,055.24 $3,055.24 05/03/2019 00:00:00 10572807 $3,055.24 $6,110.48 11/05/2018 00:00:00 10279147 $3,127.36 $3,127.36 05/04/2018 00:00:00 10010755 $3,127.36 $6,254.72 11/07/2017 00:00:00 9720538 $2,705.90 $2,705.90 05/02/2017 00:00:00 9432142 $2,705.90 $5,411.80 Sales History 32 of 36 Sale Date Entry Recording Recording Sale Excise Deed Transfer Grantor(Seller) Grantee(Buyer) Other Date Date Number Amount Number Type Type I Parcels BRUCE BERT J MANSFIELD 09/12/2014 03/29/2021 09/12/2014 $0.00 1248582 QC S & MARJORIE H LINDA A & No LIVING TRUST BRUCE TAMI TAYLOR BRUCE BERT J MANSFIELD 09/12/201410/01/2014 09/12/2014 $0.00 1060327 QC S & MARJORIE H A/BRUCE TAMI No TRUST TAYLOR MANSFIELD 03/23/2021 03/25/2021 03/23/2021 202103257091 $975,000.00 E159098 W S LINDA A / HALL JANE & No BRUCE TAMI MICHAEL TAYLOR Property Maps Neighborhood Code ITownship 111ange iSection lQuarter 1parcel Map 1605001 127 103 124 ISE jYiew parcel maps for this Township/Range/Section General Information CITY OF EDMONDS BLK 041 D-00 - E 5FT LOT 17 & ALL LOTS 18 & 19 LESSS Property Description 5FT FOR ALLEY ALSO BEG SW COR TH N ALG W LN 105FT TO EDMONDS ST TH E ALG S LN SD ST 12.15FT TH S 105FT TAP ON S LN TH W 12.7FT TO TPB EXC S 5FTFOR ALLEY Property Category Land and Improvements Status Active, Locally Assessed Tax Code Area 100210 Property Characteristics Use Code Unit of Measure Size (gross) Related Properties INo Related Properties Found Parties Property Values ill 19 Residence - Detached ent Name MANSFIELD LINDA A & BRUCE 100 TAMI TAYLOR 100 MANSFIELD LINDA A & BRUCE TAMI TAYLOR 15 OLYMPIC AVE, EDMONDS, WA 8020 United States 15 OLYMPIC AVE, EDMONDS, WA 8020 United States Value Type Tax Year 2021 Tax Year 2020 Tax Year 2019 Tax Year 2018 Tax Year 2017 Taxable Value Regular $755,400 $711,400 $659,100 $582,900 $527,700 Exemption Amount Regular Market Total $755,400 $711,400 $659,100 $582,900 $527,700 Assessed Value $755,400 $711,400 $659,100 $582,900 $527,700 Market Land $527,700 $494,700 $446,200 $392,900 $353,100 Market Improvement $227,700 $216,700 $212,900 $190,000 $174,600 Personal Property Active Exemptions No Exemptions Found Events 33 of 36 34 of 36 'Snohomish County Online Government Information & Services Structure Information Close Window General Description Parcel Number 00434204101700 (R01) Structure Class Dwelling Structure Type 1 Story Year Built 1951 Exterior Features Foundation Cone or CB Exterior Siding -Lap ROOF Type: Gable Pitch Medium Cover Composition Interior Features Bedrooms 3 Full or 3/4 Baths 2 1/2 Baths 0 Heat Forced Hot Air - Gas Fireplace Masonry fireplace Floor Area Floor 1 Base SF 1965 Finished SF 1965 Garage(s), Carport(s) and major outbuilding(s) Attached Garage SF 484 Other Features 35 of 36 22 A 1 2A 17 6 22 22 40; �J. 22 22 Existing building plan provided by Snohomish County records for Parcel #: 00434204101700 for address: 215 Olympic Ave, Edmonds, WA 98020 Note that analysis assumptions such as building geometry, tributary areas, and loading were determined through examination of these photographs and industry knowledge of standard construction practices. -1-120 36 of 36 4'�.---• ~.. ��-- ::ter 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