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REVIEWED BLD2022-0939+Structural_Analysis_or_Calculations+7.14.2022_3.45.03_PM+29907231 of 25 BLD2022-0939 REVIEWED BY CITY OF EDMONDS LONGITUDE ONE TWENTYO ENGINEERING & DESIGN Calculation Package for Foundation Stabilization/Lift STRUCTURAL ENGINEER L120 ENGINEERING & DESIGN 13150915fPLNE KIRKLAND, WA 98034-5901 22507 93RD K W, EDMONDS, WA 98020 Project no: 5220513-1XR July I2t , 2022 Prepared for: R&R Foundation Specialist 3409 McDougall Ave, suite 204 Everett, WA 98201 P: 425.760.5077 CONTACT: MANS THURFJELL, PE EMAIL: MTHURFJELL@L120ENGINEERING.COM PHONE: (425) 636-3313 RECEIVED Jul 15 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT (425) 636-3313 L120Engineering.com L740 ENGINEERING& DESIGN. LLO NOTES: a. MINIMUM AND MAXIMUM INSTALLATION TORQUE FOR HELICAL ASSEMBLIES SHALL BE SPECIFIED BY THE PILE MANUFACTURER. THE MINIMUM INSTALLATION TORQUE SHALL BE HIGH ENOUGH TD ACHIEVE THE REQUIRED BEARING CAPACITY LOADING, INCLUDING SAFETY FACTOR NO LESS THAN 2. THE MM MUM INSTALLATION TORQUE SHALL NOT EXCEED THE ALLOWABLE TORSIONAL CAPACITY OF THE PILE SHAFTS OR ANY PABTOF THE PILE ASSEMBLY. MAXIMUM INSTALLATION TORQUE RATING OF 0,300MLBS FORA 2-7IO INCH DIAMETER HELICAL PILE WITH 0.203INCH SHAFT WALL THICKNESS PER ESRa75L b. HELICAL ASSEMBLIES AS MANUFACTURED BY IDEAL MANUFACTURING, INC.. IN ACCORDANCE WITH ESR-3750. c. PILE OR ANCHOR LOADS NOT TO EXCEED MAXIMUM CAPACITY AS DETERMINED BY THE MANUFACTURER FOR MY PART OF THE ASSEMBLY. E. MAXIMUM ONDENTER SPACING LISTED FOR TYPICAL PILE INSTALLATION UNLESS NOTED OTHERWISE ON PLAN. 00544300004400 LEGAL DESCRIPTION Section 25 Township 27 Range 3 ' Quarter SE PINECREST BLK 000 D-00-ALL TRACT 44 OWNER NAME & ADDRESS MORRISON DAVID 8 AMY M 22507 93RD PL W, EDMONDS, WA 98020 NOTE: THE PROJECT WILL NOT RESULT IN CHANGING OF SITE TOPOGRAPHY OR EXISTING DEVELOPED AREAS. NOTE: L120'S SCOPE IS LIMITED TO THE PERIMETER SUPPORT SYSTEMICONTINUOUS FOOTINGS. THE INTERIOR CRAWL SPACE SUPPORTED SYSTEM FOR THE FIRST FLOOR SHALL BE INSTALLED PER R&R. IL 72 OMi FOUNDATION NOTES 1, VERIFY ALL DIMENSIONS ON SITE. 2. FOUNDATION DIMENSIONS ARE TO OUTSIDE FACE OF CONCRETE STEM WALL PER PAR 3. REFER TO THE FOLLOWING DETAILS FOR ADDITIONAL INFONMNTION: HELICAL PILES SSK-01 HELICAL PILES SSK4o ANGLE IRON _................... SSK-03 4. REFER TO STRUCTURAL CALCULATIONS PACKAGE DATED JULY 12,2022, FOR ADDITIONAL INFORMATION, SPECIFICATIONS, ANGREQUIREMENTS. 5. LEVEL SURVEY PER RBR REPAIR PLAN DATED APRIL 19, M. REFER TO STRUCTURAL. CALCULATIONS PACKAGE FOR MODIFICATIONS AND ADDITIONAL REQUIREMENTS FOR REPAIR PLAN 8, MINIMUM PILE DIAMETER SHALL BE 2-7)8°. 7, IT IS ACCEPTABLE TO INSTALL PILES AT THE SPACING SHOWN WITH a 9-8" TOLERANCE TO ALLOW FOR UNEXPECTED OBSTRUCTIONS ENCOUNTERED DURING PILE INSTALLATION PROVIDED THAT NO TWO ADJACENT SPANS EXCEED THE SPACING LIMITATION AS INDICATED ON LEVEL SURVEY. 0. IF REQUIRED, ALL SUPPLEMENTAL CHANNELS TO SPAN FROM PILE TO PILE AND —No IN A' PAE SUPPORTING PILE EA END. 9, FIR QUIRED, A1I SUPPLEMENTAL CHANNELS TO BE ANCHORED TO THE FOUNDATION WITH SIT DIAM. X F SIMPSON TITEN HD SCREW ANCHORS (OR APPROVED EQUIVALENT) AT A MAXIMUM SPACING IMC. ANCHORS TO BE CENTERED ON OR INSTALLED ABOVE THE CENTER LINE OF THE CHANNEL, 10. FIELD VERIFY ALL EXISTING STEM WALLS AT AND BETWEEN PILE AT TACHMENT LOCATIONS ARE 0° THICK MINIMUM WITH T-2' HEIGHT (MEASURED FROM SIFTS TO TICONC) MINIMUM. 11. PARCEL DIMENSIONS PROVIDED BY SNOHOMISH COUNTY. NOT TO SCALE. PROPERTY LINE AND RESIDENCE LOCATING DIMENSIONS (WITH ASTERISK,') APPROXIMATED PER GIS MAPPING TOOLS. NOT TO BE USED FOR LEGAL PURPOSES. 12. SITE FEATURES AND EXISTING STRUCTURES ON ADJACENT PARCRLS NOT SHOWN FOR CLARITY 13. PILES SHALL BE INSTALLED TO MINIMUM EMBEDMENT OF —OR UNTIL REFUSAL, WHICHEVER IS SHALLOWER. HELICAL PILE REFUSAL CRITERM: TORQUING OF THE PILE SHALL CONTINUE UNTIL A HYDRAULIC PRESSURE IS ACHIEVED TO PROVIDE THE SPECIFIED MINIMUM VERTICAL CAPACITY WITH ASAFETY FACTOR OF NO LESS THAN TWO. ADVANCEMENT SHALL BE HALTED IMMEDIATELY IF THE STRUCTURE BEGINS TO EXPERIENCE UPLIFT FLEXURE. EXISTING RESIDENCE STRUCTURE j EXISTING ADJACENT STRUCTURE AREA OF PROPOSED WORK --- PROPERTY LINE APPROXIMATE DIMENSION 1 HELICAL PILE ® 4' SEGEMENT L6x6x3/8 ANGLE IRON s 3$i wo A,m g BLTL - I4 9l R&R LEVEL SURVEY SEE STRUCTURAL CALCULATION PACKAGE FOR ADDITIONAL REQUIREMENTS SITE PLAN 3of25 LONGITUDE ONE TWENTY ENGINEERING & DESIGN Scone/Obiective PROJECT NO. NO. CITY OF EDMONDS DEVELOPMENT NO S220513-1 XR DEPARTMENT PROJECT 22507 93rd PI W, Edmonds, WA SUBJECT Foundation Stabilization/Jackin BY PAM DATE 07/12/22 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 CMU stem wall and concrete strip footings. Below the footings, piles are to be spaced at a distance no larger than 5'-0" on -center at the locations indicated on the attached Level Survey. Piles and supplemental L6x6x3/8 angle iron to be installed in accordance with SSK-01, SSK-02, & SSK-03. - End piles are to be placed as close to corners as possible and shall not exceed a max corner offset distance of 1'-0". - A maximum allowable loading of 1,500 plf was utilized in this analysis. This was determined through inspection of building geometry and conservative span/tributary loading assumptions based on standard construction practices - The following load values represent the maximum expected pile loads for the indicated spacing. R&R to provide pile and equipment assemblies with capacities equal to or greater than the indicated load values. Allowable Load Capacity Requirement: Piles 1-4 ..................... 5 kip minimum vertical capacity (allowable load) Piles 5-7, 10-11 ............ 7 kip minimum vertical capacity (allowable load) Piles 8-9 ..................... 3 kip minimum vertical capacity (allowable load) Note: Refer to the attached General Notes for additional requirements. - As determined by R&R, the site appears to have no lateral (horizontal) displacements or concerns. As such, the analysis and recommendations presented in this report have been strictly limited to vertical stabilization/jacking. If lateral movement is observed or expected additional structural analysis will be required. - Structural recommendations contained in this package are based on site photographs dated April 19, 2022, 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 25 RECEIVED GENERAL NOTES Jul 2022 CITY E DEVELOPMENT EERV HELICAL PILES E DEPARTMENT MENTIDES MENT 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. MAXIMUM TEST LOAD SHALL BE TWO -HUNDRED (200) PERCENT OF THE SPECIFIED DESIGN LOAD. 5of25 RECEIVED GENERAL NOTES Jul 2022 CITY E DEVELOPMENT EERV STRUCTURAL STEEL E DEPARTMENT MENTIDES MENT 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 25 PROJECT NO. NO. CITY OF EDMONDS DEVELOPMENT SERVICES S220513-1 XR DEPARTMENT PROJECT 22507 93rd PI W, Edmonds, WA LONGITUDE SUBJECT Foundation Stabilization/Jacki ONE TWENTYO ENGINEERING & DESIGN BY PAM DATE 07/12/22 ideal Foundation Systems2-718"O Helical Pile ]0.203-inch wall thickness) - Soil Capacity per ESR-3750 DIGGA6KDrive Head Pressure Torque CorrelQtionFactor, Kt Ultimate Axial Compressive Allowable Axial Compressive L120 ENGINEERING &DESIGN 7 of 25 PROJECT NO. NO. CITY OF EDMONDS DEVELOPMENT SERVICES S220513-1XR DEPARTMENT PROJECT 22507 93rd PI W, Edmonds, WA LONGITUDE SUBJECT ONE TWENTYO ENGINEERING & DESIGN BY PAM Foundation Stabilization/Jacking DATE 07/12/22 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, PI, = 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 9of25 Tuesday, April 19, 2022 jvLi PHOTOS - -u-1- . � V. I - - -I —Y. - III remove and replace concrete in this area. Customer will remove stair stringer prior to install. RECEIVED Jul 15 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT PaUN1 T10N SPEC=UUJ T will remove 3 ft of deck boards prior to install in this area. remove deck boards at location 10 prior to install. 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 25 mc• \• \• ClT OF EDMONDS DEVELOPMENT SERVICES 7 S220513-1 XR DEPISISI<-01 PROJECT 22507 93rd PI W, Edmonds, WA LONGITUDE SUBJECT Foundation Stabilization/Jacki ONE TWENTYO ENGINEERING & DESIGN BY PAM (E) WOOD FRAMED FLOOR SYSTEM, FIELD VERIFY DATE 07/12/22 (E) CONIC STEM WALL T/STEM WALL = FIELD VERIFY 8" MIN THICKNESS, T/FIN GRADE _ CONTRACTOR TO VERIFY = VARIES ' " •-IIII_IIII-1li I—i�i�=IIII—il (E) FTG TO BE CUT FLUSH � � •- IIII=IIII-IIII= LU' 1=IIII =IIII =III WITH FACE OF STEM WALL z < w a ,IIII _IIII _III WITH A 12" MAX WIDTH FOR -IIII - IIII IIII INSTALLATION POCKET N o o YIE�=IIIIIIII II = T/GONG FTG = —"'�=IIII=IIII=IIII=IIII �- � � -IIII=IIII FIELD VERIFY -IIII=IIII-1 d IIII=IIII= IIII-IIII a � IIII-III' (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. IDEAL HELICAL PILE & REPAIR BRACKET ASSEMBLY PER R&R FOUNDATION SPECIALIST TO CONFORM TO ESR-3750 2-718" SHAFT W/ 10" DIAM DOUBLE HELIX W/ 3" PITCH L120 ENGINEERING & DESIGN 11 of 25 PROJECT NO. NO. CITY E DEVELOPMENT SERVICES S220513-1 XR DEPISISI<-02 PROJECT 22507 93rd PI W, Edmonds, WA LONGITUDE SUBJECT Foundation Stabilization/Jacki ONE TWENTYO ENGINEERING & DESIGN BY PAM (E) WOOD FRAMED FLOOR SYSTEM, FIELD VERIFY DATE 07/12/22 (E) CMU STEM WALL 8" (NOMINAL) MIN THICKNESS, CONTRACTOR TO VERIFY III=IIII=IIII=, -,III—IIII—IIII- Ill�llli—lill— _ � =IIII-IIII=III, o III=IIII=IIII=� Q w E IIII=1111EE = z > III=IIII-IIII II z o IIII-IIII IIII= �' S ~ III=IIII= II-11 NI IIII-11 .=IIII= "�=IIII=IIII=IIII-IIII=III � - ° =IIII=IIII= � ' d III=IIII ,4"'MIN d =1 �-IIII-II� -11 =IIII=IIII-11 (E) CONTINUOUS 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. 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/CONC FTG = III=IIII=: FIELD VERIFY IIII=IIII: III=IIII=IANGLE IRON AND ANCHORAGE WHERE :IIII IIIIlillll- REQUIRED PER PLAN IDEAL HELICAL PILE & REPAIR BRACKET ASSEMBLY PER R&R FOUNDATION SPECIALIST TO CONFORM TO ESR-3750 2-718" SHAFT W/ 10" DIAM DOUBLE HELIX W/ 3" PITCH L120 ENGINEERING & DESIGN 12 of 25 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 7 S220513-1XR SSK-03 PROJECT 22507 93rd PI W, Edmonds, WA LONGITUDE SUBJECT ONE TWENTYO ENGINEERING & DESIGN BY PAM Foundation Stabilization/Jacking STEEL ANGLE INSTALLATION AT (E) CMU STEM WALL: DATE 07/12/22 Jul ANf HOR PETOTE 2, TIP LE Ll I < CONC FTG . . 0 ,__—__: a v a :IIII-IIII I; II=� III= 111�111=1�1�1111=IIII=IIII-IIII=IIII IIII 11;�1=�1 11-IIII=IIII= 1=IIII=III,yl�ll IIII Ilif=1111��1=IIII=IIII=IIII-11 � II ,�1-,lll IIII=IIII=III L - :IIII_IIII��-:Iln :IIII-11 =IIII=I-I�1111=IIII=IIII=IIII -- II I -IIII=IIII=IIII= 1-IIII-IIII= III.-IIII- II-1111�81-IIII-IIII-IIII- 1 —II�_ I hII-_IIII_1111=III :IIII=IIII=IIII IIII=IIII IIII=IIII-IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII IIII=IIII=IIII= 1=IIII=IIII= IIII=1111_III —1�414 ME�TI�1�1111_IIII-IIII=1111_IIII= I II_IIII_IIII=III =IIII=IIII=_IIII IIII=IIII=1PI 14�''II=IIII=IIII=IIII=IIII=IIII=IIII IIII=IIII=IIII=_ IDIII-IIII= 11=IIII-IIII=1 f = 1'1=IIII=IIII=IIII=IIII=IIII=IIII= 111=IIII=IIII=III :IIII=R 1=IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII=IIII=11 =_„' =IIII=IIII=IIII= 1=IIII-IIII= IqIIII-�� -II I��IIdN��w��l�ll IIII=IIII=IIII_IIII— li_iill=IIII=III :IIII—IIII-1111T1�11—-A—fdUKAIIIFN§P Cl/1EIST1 ; 1111—IIII—IIII-1� I IIII—IIII—IIII- NOTES: ABBREWA770W CMU = CONCRETE MASONRY UNIT 1) ALL STEEL MEMBERS AND COMPONENTS SHALL BE GALVANIZED FOR EXTERIOR USE. CONC = CONCRETE 2) ALL ANCHORS SHALL BE 5/8"0 SIMPSON TITEN HD SCREW ANCHORS W/ 4" MINIMUM EMBEDMENT INTO EAR EACHNTERED CONCRETE. ANY SUBSTITUTION SHALL BE SUBMITTED TO L120 FOR APPROVAL PRIOR TO INSTALLATION. FT MAX=MNc FOOT MINIMAX MINIMUM/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. No= UNLESS NOTED OTHERWISE L120 ENGINEERING & DESIGN 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. �K 4 22 2020SmIDEAL �ED 4 23 2020 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 278TFBPG THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF IDEAL MANUFACTURING, INC. ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT WRITTEf,6 PERMISSION OF IDEAL c— MANUFACTURING, INC.I§HIETE . SHEET I cf N ~Ng N m v cri 0 N 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] EXTENSION (EX: 278203EXT[L]G) ILI Dv I I ` L COUPLING _ BOLTS & NUTS FLIGHTED EXTENSION FLIGHTED EXTENSION SINGLE HELIX (SH) DOUBLE HELIX (DH) (EX: 278203FESH[L][D']X[T]G) (EX: 278203FEDH[Q[DaD�]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. E 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 211). 9. HELICAL PILE ASSEMBLIES MANUFACTURED IN ACCORDANCE WITH ICC-ES AC358 (IDEAL REPORT #ESR-3750) ACCEPTANCE CRITERIA FOR HELICAL FOUNDATION SYSTEMS AND DEVICES. 2 7/8" O.D. X 0.203" W.T. HELICAL LEADS & EXTENSIONS ICC-ES AC358 - REPORT #ESR-3750 1D4 D3 � W 57/8 (TYP) 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][DaD2D3]X[T]G) (EX: 278203QH[L][WD2D3D4]X[T]G) 2%O.D. X� �2 0 203 1N T :NSION SINGLE HELIX (TENSION IPLE =LIX -AD CUT 45° 278 = HART # AbKtVIA " —"" --- - 278 =SHAFT DIAMETER �] 3 PITCH TYPICAL PILE ASSEMBLY 203 = SHAFT WALL THICKNESS EXT = EXTENSION (TYP) FIE= FLIGHTED EXTENSION 015/16 SH, DH, TH, QH = SINGLE, DOUBLE, B 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 AP 4 3 2020 110mDEAL PROPRIETARY AND CONFIDENTIAL THE INFORMATION CONTAINED IN THIS DRAWING IS THE SOLE PROPERTY OF IDEAL MANUFACTURING, INC. ANY REPRODUCTION IN PART OR AS A WHOLE WITHOUT WRITTEGroup PERMISSION OF IDEAL c (EXAMPLE:10" = 10) X — X (SEPARATES HELIX DIAMETER(S) AND HELIX THICKNESS [T] — HELIX THICKNESS (EXAMPLE: 3/8" = 38) G = GALVANIZED CHECKED LRS 4 7 2020 IDEAL MANUFACTURING, INC. 999 PICTURE PARKWAY W NY 1WW 0-789-, 800-789-0810 WWW.IDL-GRP.COM MANUFACTURING, INC.I �HSTE '06 NOT TO SCALE ALL UNITS IN INCHES U.N.O. SIZE B I DWG NO 278203 REV 0 SHEET 1 Ol U' n�� N y N m v 15 of 25 PROJECT NO. NO. CITY OF EDMONDS DEVELOPMENT SERVICES S220513-1 XR DEPARTMENT PROJECT 22507 93rd PI W, Edmonds, WA LONGITUDE SUBJECT Foundation Stabilization/Jacki ONE TWENTYO ENGINEERING & DESIGN BY PAM LOAD ANALYSIS: IBC 2018 - 1-Story Building Piles 1-4: Roof LL(snow ground): 25psf Floor LL: 40psf Deck LL: 60psf Roof/Floor DL: 15psf Wall DL: 12psf Roof Trib = 0.5*(20'*6') = 30ft2 Floor Trib = 0.5*(20'*6') = 30ft2 Deck Trib = 0.5*00'*6') = 15ft2 15' Wall Trib = 15'*(0.5*10') = 75ft2 PDT = 15psf*(30ft2+30ft2+15ft2) + 12psf*75ft2 = 2.1 k PILL = 25psf*30ft2 + 40psf*30ft2 + 60psf*15ft2 = 2.9 k PTL.AIlm = D+L = 2.1 k + 2.9k = 5.0 kips Piles 1-4: Point Load Pt Load = 5 kips Refer to attached helical pile soil capacity charts. LOAD ANALYSIS: IBC 2018 - 1-Story Building Piles 8-9: Roof LL(snow ground): 25psf Floor LL: 40psf Roof/Floor DL: 15psf Wall DL: 12psf Roof Trib = 0.5*(10'*8') = 20ft2 Floor Trib = 0.5*(9'*7') = 16ft2 10' Wall Trib = 10'*(0.5*16') = 80ft2 PDL = 15psf*(20ft2+16ft2) + 12psf*80ft2 = 1.5 k P,, = 25psf*20ft2 + 40psf*16ft2 = 1.2 k PTLIII.. = D+L = 1.5k + 1.2k = 2.7 kips Piles 8-9: Point Load Pt Load = 3 kips Refer to attached helical pile soil capacity charts. ■ DATE 07/12/22 (E) WALL (E) FOOTING T/SOIL = FIELD VERIFY 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 existing concrete footings (connections per R&R). L120 ENGINEERING & DESIGN 16 of 25 PROJECT NO. NO. CITY OF EDMO NDS DEVELOPMENT SERVICES S220513-1 XR DEPARTMENT PROJECT 22507 93rd PI W, Edmonds, WA LONGITUDE SUBJECT Foundation Stabilization/Jacki ONE TWENTYO ENGINEERING & DESIGN BY PAM LOAD ANALYSIS: IBC 2018 - 1-Story Buildin 5' SPAN Piles 5-7, 10-11 Roof LL (snow ground): 25 psf Floor LL: 40psf Floor/Roof DL: 15psf Wall DL: 12psf Roof Trib = 0.5'20' max span = 10' Floor Trib = 0.5'20' max span = 10' Typical Fir Ht = 10' x 1 stories = 10' wDL = 15psf'(10'+10')+12psf"10' = 0.42 klf wLL= 25psf'10'+40psf'10' = 0.65 klf wSTEM = 0.25klf wTL.A„- = D+L+Stem = 0.42kif + 0.65kif + 0.25kif = 1.32k1f 5' Span PDL = 0.42kif • 5' = 2.1 k 5' Span PLL = 0.65klf * 5' = 3.25k 5' Span PSTEM = 0.25klf " 5' = 1.25 k 5' Span PTL.AI„„.. = 2.1 k + 3.25k + 1.25k = 6.6 k ICase 1: Point Load 5'-0" Span: (Conc Only) Pt Load = 7k Refer to attached calculations for analysis. Case 2: Uniform Load 6'-0" Span: (Conc Only) Uniform Load DL = 670 plf LL = 400 plf LL, (snow) = 250 plf Refer to attached calculations for analysis. DATE 07/12/22 ---------------------- I ----------------------- L/2 L L/2 - /L 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 6'-0". L120 ENGINEERING & DESIGN 17of25 Project Title: Engineer: Project ID: Project Descr: RECEIVED Jul 15 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Steel Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 Lic. #: KW-06011993 L120 Engineering and Design DESCRIPTIO L6x6x3/8 - 4ft Segment (Max Load) CODE REFERENCES Calculations per AISC 360-10, IBC 2015, CBC 2016, ASCE 7-10 Load Combination Set: IBC 2018 Material Properties Analysis MethorAllowable Strength Design Fy : Steel Yield 36.0 ksi Beam Bracing Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis : Major Axis Bending Vertical Leg Up D(1) L(1 I Span = 1.60 ft I Span = 0.8330 ft I Span = 1.60 ft I S(0.4) )plied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load for Span Number 1 Uniform Load : D = 1.30, L = 0.850, S = 0.50 k/ft, Tributary Width = 1.0 ft, (Typical Uniform) Point Load : D = 1.0, L = 1.30, S = 0.40 k @ 0.0 ft, (Point Load) NOTE: Loading Load for Span Number 2 shown here is Uniform Load : D = 1.30, L = 0.850, S = 0.50 k/ft, Tributary Width = 1.0 ft, (Typical Uniform) conservative Load for Span Number 3 Uniform Load : D = 1.30, L = 0.850, S = 0.50 k/ft, Tributary Width = 1.0 ft, (Typical Uniform) Point Load : D = 1.0, L = 1.30, S = 0.40 k @ 1.60 ft, (Point Load) DESIGN SUMMARY Maximum Bending Stress Ratio = 0.993: 1 Maximum Shear Stress Ratio = 0.206 : 1 Section used for this span L6x6x3/8 Section used for this span L6x6x3/8 Ma: Applied 6.619 k-ft Va : Applied 5.999 k Mn / Omega: Allowable 6.668 k-ft Vn/Omega : Allowable 29.102 k Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span 0.000ft Location of maximum on span 1.600 ft Span # where maximum occurs Span # 3 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.018 in Ratio = 2,175>=360 Max Upward Transient Deflection -0.001 in Ratio = 9,461 >=360 Max Downward Total Deflection 0.036 in Ratio = 1061 >=180 Max Upward Total Deflection -0.002 in Ratio = 4556 >=180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega D Only Dsgn. L = 1.60 ft 1 0.492 0.107 -3.28 3.28 11.14 6.67 1.00 1.00 3.10 48.60 29.10 Dsgn. L = 0.83 ft 2 0.489 0.107 -0.00 -3.28 3.28 11.21 6.71 1.02 1.00 3.10 48.60 29.10 Dsgn. L = 1.60 ft 3 0.492 0.107 -3.28 3.28 11.14 6.67 1.00 1.00 3.10 48.60 29.10 +D+L Dsgn. L = 1.60 ft 1 0.967 0.198 -6.45 6.45 11.14 6.67 1.00 1.00 5.76 48.60 29.10 Dsgn. L = 0.83 ft 2 0.962 0.198 -0.00 -6.45 6.45 11.20 6.71 1.02 1.00 5.76 48.60 29.10 Dsgn. L = 1.60 ft 3 0.967 0.198 -6.45 6.45 11.14 6.67 1.00 1.00 5.76 48.60 29.10 +D+S 18of25 Project Title: RECEIVED Engineer: Jul 15 2022 Project ID: CITY OF EDMONDS DEVELOPMENT SERVICES Project eScr. DEPARTMENT Steel Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 DESCRIPTIO L6x6x3/8 - 4ft Segment (Max Load) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max VnxVnx/Omega Dsgn. L = 1.60 ft 1 0.684 0.148 -4.56 4.56 11.14 6.67 1.00 1.00 4.30 48.60 29.10 Dsgn. L = 0.83 ft 2 0.680 0.148 -0.00 -4.56 4.56 11.21 6.71 1.02 1.00 4.30 48.60 29.10 Dsgn. L = 1.60 ft 3 0.684 0.148 -4.56 4.56 11.14 6.67 1.00 1.00 4.30 48.60 29.10 +D+0.750L Dsgn. L = 1.60 ft 1 0.849 0.175 -5.66 5.66 11.14 6.67 1.00 1.00 5.10 48.60 29.10 Dsgn. L = 0.83 ft 2 0.844 0.175 -0.00 -5.66 5.66 11.20 6.71 1.02 1.00 5.10 48.60 29.10 Dsgn. L = 1.60 ft 3 0.849 0.175 -5.66 5.66 11.14 6.67 1.00 1.00 5.10 48.60 29.10 +D+0.750L+0.750S Dsgn. L = 1.60 ft 1 0.993 0.206 -6.62 6.62 11.14 6.67 1.00 1.00 6.00 48.60 29.10 Dsgn. L = 0.83 ft 2 0.987 0.206 -0.00 -6.62 6.62 11.20 6.71 1.02 1.00 6.00 48.60 29.10 Dsgn. L = 1.60 ft 3 0.993 0.206 -6.62 6.62 11.14 6.67 1.00 1.00 6.00 48.60 29.10 +0.60D Dsgn. L = 1.60 ft 1 0.295 0.064 -1.97 1.97 11.14 6.67 1.00 1.00 1.86 48.60 29.10 Dsgn. L = 0.83 ft 2 0.293 0.064 -0.00 -1.97 1.97 11.21 6.71 1.02 1.00 1.86 48.60 29.10 Dsgn. L = 1.60 ft 3 0.295 0.064 -1.97 1.97 11.14 6.67 1.00 1.00 1.86 48.60 29.10 Overall Maximum Deflections Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+0.750L+0.750S 1 0.0362 0.000 0.0000 0.000 2 0.0000 0.000 +D+0.750L+0.750S -0.0022 0.416 +D+0.750L+0.750S 3 0.0360 1.600 0.0000 0.416 Maximum Deflections for Load Combinations Load Combination Span Max. Downward Defl Location in Span Span Max. Upward Defl Location in Span D Only 1 0.0178 0.000 2 -0.0011 0.416 +D+L 1 0.0354 0.000 2 -0.0021 0.416 +D+S 1 0.0247 0.000 2 -0.0015 0.416 +D+0.750L 1 0.0310 0.000 2 -0.0019 0.416 +D+0.750L+0.750S 1 0.0362 0.000 2 -0.0022 0.416 +0.60D 1 0.0107 0.000 2 -0.0007 0.416 L Only 1 0.0176 0.000 2 -0.0011 0.416 S Only 1 0.0069 0.000 2 -0.0004 0.416 Vertical Reactions Support notation : Far left is # Values in KIPS Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 6.968 6.968 Overall MINimum 1.408 1.408 D Only 3.651 3.651 +D+L 6.666 6.666 +D+S 5.060 5.060 +D+0.750L 5.912 5.912 +D+0.750L+0.750S 6.968 6.968 +0.60D 2.191 2.191 L Only 3.014 3.014 S Only 1.408 1.408 Steel Section Properties L6x6x3/8 Depth = 6.000 in I xx = 15.40 in^4 J = 0.218 in14 S xx 3.51 inA3 Cw = 0.58 inA6 Leg Width = 6.000 in R xx = 1.870 in Ro = 3.340 in Thickness = 0.375 in Zx = 6.270 inA3 Area = 4.380 inA2 1 yy = 15.400 inA4 Weight = 14.900 plf S yy = 3.510 inA3 Kdesign = 0.875 in R yy = 1.870 in Ycg = 1.620 in Qs = 0.912 Iz = 6.210 inA4 Sz = 2.690 inA3 Yp = 0.365 in Rz = 1.190 in Tar& = 1.00 deg Eo = 0.365 in Project Title: Engineer: Project ID: Project Descr: 19 of 25 RECEIVED Jul 15 2022 CIN OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Steel Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 1 C 0 L ESCRIPTIO L6x6x3/8 - 4ft Segment (Max Load) 038 0,19 1118 1159 1193 2,33 2189 3108 3,49 3,88 Distance (R) 1 DOrly 1 +d+l 1 +d+91 +6+67S611 +6+67S61+6.7i69 +DRD fi 3 MEMBER E-ZZ7 _7" •3 038 0,19 118 1E9 193 233 289 308 349 3,88 Distance �fk) 1 D Only 1 +d+l 1 +d+91 +6+67S611 +6+67S61+6.7i691 +DRD 20 of 25 Project Title: Engineer: Project ID: Project Descr: RECEIVED Jul 15 2022 CIN OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Steel Beam Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24 ..- DESCRIPTIO L6x6x3/8 - 4ft Segment (Max Load) MM 7L N Distance (R) 1 DOrly 1 +d+l. 1 +d+91 +6+67S611 +6+67S61+6.7i691 +6,66a l4nly 1 gOnly RECEIVED Jul 15 2022 CIN OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT 21 of 25 Appendix Parcel Details & Photographs 22 of 25 RECEIVED CITY OF EDMONDS DEVELOPMENT SERVICES n o h o m i Onllna Government Information S Seruicea T DEPARTMENT County Property Account Summary 7/12/2022 Parcel Number 100544300004400 lProperty Address 122507 93RD PL W, EDMONDS, WA 98020-4515 General Information Property Description Section 25 Township 27 Range 3 Quarter SE PINECREST BLK 000 D-00 - ALL TRACT 44 Propertv Catel;ory Land and Improvements Status jActive, Locally Assessed Tax Code Area 100216 Property Characteristics Use Code 111 Single Family Residence - Detached Unit of Measure Acre(s) Size (gross) 0.36 Related Properties No Related Properties Found Parties Role Percent Name Address Taxpayer 100 MORRISON 22507 93RD PL W, EDMONDS, WA 98020 DAVID\AMY M Owner 100 MORRISON DAVID & 22507 93RD PL W, EDMONDS, WA 98020-4515 AMY M United States Property Values Value Type Tax Year 2022 Tax Year 2021 Tax Year 2020 Tax Year 2019 Tax Year 2018 Taxable Value Regular $708,000 $577,700 $553,500 $517,100 $447,600 Exemption Amount Regular Market Total $708,000 $577,700 $553,500 $517,100 $447,600 Assessed Value $708,000 $577,700 $553,500 $517,100 $447,600 Market Land $531,000 $438,000 $416,000 $382,000 $326,000 Market Improvement $177,000 $139,700 $137,500 $135,100 $121,600 Personal Property Active Exemptions ,No Exemptions Found Events Effective Entry Date- Type Remarks Date Time 07/23/2021 07/23/2021 Excise Processed Temporary Excise: T145487 Finalized to: E168087 08:38:16 07/13/2021 12/09/2021 Recording No. Property Transfer Filing No.: E168087, Statutory Warranty Deed, new Recording No.: 14:35:00 Changed 202107237016 07/13/2021 by sasaml 07/13/2021 12/09/2021 Owner Property Transfer Filing No.: E168087 07/13/2021 by sasaml 14:35:00 Terminated 23 of 25 RECEIVED 07/13/2021 12/09/2021 Owner Added Property Transfer Filing No.: E168087 07/13/2021 by sasaml Jul 15 2022 14: 3 5 : 00 CITY OF EDMONDS DEVELOPMENT SERVICES 07/13/2021 07/23/2021 Excise Processed DEPARTMENT Property Transfer Filing No.: T145487, submitted by eREET 07/13/2021 by ASCEREET 08:38:00 Tax Balance Installments Payable Tax Year lInstallment IDue Date I Principail Interest, Penalties and Costsl Total Duel Cumulative Due 2022 12 10/31/2022 1 $2,960.411 $0.001 $2,960.411 $2,960.41 Distribution of Current Taxes I District Rate Amount Voted Amount Non -Voted Amount CENTRAL PUGET SOUND REGIONAL TRANSIT AUT 0.18 $130.34 $0.00 $130.34 CITY OF EDMONDS 1.18 $836.11 $238.19 $597.92 EDMONDS SCHOOL DISTRICT NO 15 3.19 $2,259.90 $2,259.90 $0.00 PORT OF EDMONDS 0.08 $57.49 $0.00 $57.49 PUB HOSP #2 0.06 $40.73 $0.00 $40.73 SNO-ISLE INTERCOUNTY RURAL LIBRARY 0.39 $277.18 $0.00 $277.18 SNOHOMISH COUNTY-CNT 0.60 $423.65 $0.00 $423.65 STATE 2.67 $1,887.39 $0.00 $1,887.39 SNOHOMISH CONSERVATION DISTRICT $8.03 $0.001 $8.03 TOTAL 8.35 $5,920.82 $2,498.091 $3,422.73 Pending Property Values Pending Taxj Market Land $63 Levy Rate History Tax I Real Property Structures Market Market Total Current Use Lai t Value Value Val 000.001 $836,500.001 $0. 2021 2020 2019 Current Use Current Use Total Improvement Value $0.001 $0.00 Total 9.33797 9.27096 Description IType Year Built Imore Information 1 Story IDwelling 11943 IView Detailed Structure Information Receipts Date Receipt No. Amount Tendered Amount Due 04/21/2022 00:00:00 12186505 $2,960.41 $5,920.82 10/26/2021 00:00:00 11901382 $2,391.43 $2,391.43 05/05/2021 00:00:00 11707186 $2,391.42 $4,782.85 11/04/2020 00:00:00 11401489 $2,588.30 $2,588.30 04/30/2020 00:00:00 11087352 $2,588.29 $5,176.59 10/30/2019 00:00:00 10808727 $2,400.51 $2,400.51 04/30/2019 00:00:00 10545428 $2,400.51 $4,801.02 11/01/2018 00:00:00 10262991 $2,404.46 $2,404.46 04/26/2018 00:00:00 9969579 $2,404.46 $4,808.92 10/31/2017 00:00:00 9690890 $2,011.04 $2,011.04 04/26/2017 00:00:00 9401979 $2,011.04 $4,022.08 Sales History Sale Date Entry Recording Recording Sale Excise Deed Transfer Grantor(Seller) Grantee(Buyer) Other Date Date Number Amount Number Type Type I I Parcels DAWSON MORRISON 07/13/2021 07/22/2021 07/13/2021 202107237016 $762,000.00 El68087 W S JAMES J & DAVID & AMY No CHERYL J M 24 of 25 RECEIVED Jul 15 2022 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT Ci Car 9:4 :i.I. 2 Wd Gk go-] S.A. 14 U 13 I is 0 13Fi 103 Id. 17 I i IS 1] ifl iG RFx I" C* 3& s.f. E Existing building plan provided by Snohomish County records for Parcel #:00544300004400 for address: 22507 93RD PL W , 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. -L120 25 of 25 RECEIVED Jul 15 2022 F EDMONDS ENT SERVICES no.nn�ni. r i a i11 • 41 AA 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. -1-120