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17-102937
,i " Building - Single Family Community Development Permit #:17-102937-00-SF 33325 8th Ave S Federal Way,WA 98003 Inspection Request Line: (253)8354050 Ph:(253)835-2607 Fa,c(253)835-2609 Project Name: CHURCHILL Project Address: 3136 SW 302ND PL Parcel Number:012103 9083 Project Description: REP-Underpinning of storage room and decks on the Puget Sound.Site located in a geologically hazardous area. Owner Applicant Contractor Lender SYLVIA CHURCHILL STEPHEN KICINSKIELLISPORT ROBBINS AND COMPANY OWNER IS LENDER 3136 SW 302ND PL ENGINEERING INC 818 SW 142ND ST FEDERAL WAY WA 98023 20501 81ST AVE SW SEATTLE WA 98166 VASHON WA 98070 USA Census Category: 434-Residential alt/add -no chang i m f units Includes: #1 #2 #3 '"i #4 Occupancy Class: R-3 Construction Type: Type V-B Occupancy Load: Floor Area(sq.ft.) ; � Ad 'tisn ` Informal. New/Additional Sq.Feet-1st Floor 0 !Additional Sq.Feet-2nd Floor 0 New/Additional Sq.Feet-3rd Floor ^' *Additional Sq.Feet-Basement 0 Occupancy#1-Construction Type � i e w/Additional Sq.Feet-Deck 0 New/Additional Sq.Feet-Garage 11/4? echanical to be Included9 No Number of Stories New/Additional Sq.Feet-Other 0 • Is this an Online or O.T.C.application?...........;" o Plumbing to be Included? No New/Additional Sq.Feet-Total 0 Will Certificate of Occupancy be Issued? Yes Occupancy#1-Use ResidCt►ee,or 2 /717 famiti► Total Valuation:25, .,� ��"��, n,. . .. ,E; i ..« "�,.. �. . . � .�_•�� ?, ,iii ie, ,"a. . ..EE'€.. ,< E r CONDITIONS: 1.A quali i p fessional engineer be present on site toinspect clearing/grading activities throughout construction. 2.Geoteci cal engineer of record to provide inspection report to the city(FWRC 15.10.160.4.c). 3.Soil ay not be transported offsite to neighboring property,the public right-of-way,or into the water. Install silt fence or other erosion control measures as deemed necessary by storm water inspectors. 4. Geotechnical report to be reviewed by city's on-call consultant(it appears the prior reports were not peer reviewed).If there are amendments applicant shall incorporate them during emergency construction due to the sloughing issues in the past(FWRC 15.10.160.4.b).Applicant to implement all recommendations in the AMEC 08-3-2017 peer review memo. 5.Prior to issuance of Certificate of Occupancy City staff will record the a critical area notice on • Y a t i_ title/deed restriction with King County for geologically hazardous areas.Please contact Associate Planner,Leila Willoughby-Oakes at 253-835-2644 or Leila.willoughby-oakes@cityoffederalway.com. 6. Call for a Public Works inspection prior to construction. PERMIT EXPIRES Saturday, 17 February,2018 Permit Issued on Monday,August 21,2017 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington and the City of Federal Way. Owner or agent:—.+-- 9 O e Q Date: %•vZ l ' 1� C City of Federal Way Certificate of Occupancy This Certificate issued pursuant to the requirements of Section 111 of the International Build"-: Code or Section R110 of the International Residential Code is certifying that at the time of issuance,this ucture was in compliance with the various ordinances of the City regulating building construction • use.This certificate is valid ONLY when endorsed by City staff. Tenant Name: CHURCHILL Permit# 17-102937-00-SF Address: 3136 SW 302ND PL Includes: #1 • #3 #4 Occupancy Class: R-3 Construction Type: Type V-B Occupancy Load: Floor Area(sq.ft.) Owner N- e: SYLVIA CHURCHILL Owner A' •ress: 3136 SW 302ND PL FEDERAL WAY WA 98023 Building Official F r Date The priori focus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which expe ce has shown most severely affect the health and safety of the general public. Although the City has made as complete a re ew and inspection as is reasonably possible(within budgetary time and personnel limitations),the City neither guarantees n• warrants to the owner/occupant or to any other person that this Certificate evidences strict compliance with each and every •rdinance or regulation of the City or the State of Washington affecting the construction or use of said structure or the land upon which it is situated. Such compliance is the responsibility of the owner and/or occupant of the premises. 4ops4THIS CARD IS TO REMAIN ON-SITE P Construction Inspection Record Federal Way INSPECTION REQUESTS:(253)835-3050 PERMIT#: 17 102937 00 Address: 3136 SW 302ND PL Project: JAMES R CHURCHILL FEDERAL WAY WA 98023-2342 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible (read left to right,top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. 0 SWM Precon Site Mtg(4400) El Initial Erosion Control(4365) 3❑ Footings/Setback(4110) Approved To be done PRIOR to breaking ground Approved to place concrete By Date ! By Date By Date . N. . ® Foundation Wall(4115) ® Drainage/Downspout(4040) I ® Slab/Concrete Floor(4255) Approved to place concrete Approved to backfill Approved to place concrete ,By Date Lily Date •�By fJ Date 21/CG/1 + 0 Underfloor Framing(4285) ® Floor Sheathing(4105) I ® Shear Walls(4245) Approved to sheath floor Approved to install flooring Approved to install siding By Date By Date By Date CI Roof Sheathing(4220) 0 Fire/Draft Stops(4095) El Interim Erosion Control(4370) Approved to install roofing Approved Approved By Date Date By Date Prior to scheduling a Framing inspection; t� Framing(4120) El Insulation(4150) • Electrical,Plumbing&Medanical Rough-hi 1 and Fire/Draft Stop inspections must be%ivied Approved to insulate Approved to install wallboard off and approved. IBC 1093.4 T By Date By Date t"3 ypsum Wallboard Nailing(4130) © Final-Planning(4070) Final Erosion Control(4375) Approved to install mud&tape Approved Approved Date 1By Date By Date •8 Final-Building(4050) Approved y Date • 0 Rough Electrical 0 Final Electrical 0 Right of Way Approved Approved Approved By • Date By Date By Date / G Eo RESO "21 CES =5, -(7e • . (7.• - 5007 Pacific Hwy E., Suite 16 I Fife, WA 98424 I 253.896.1011 I www.georesources.rocks RESUBMIT November 14, 2017 James and Sylvia Churchill 3136 SW 302nd Place NOV 2 L • Federal Way,Washington 98023 CITY OF cEDERa_ (253)219-3955 COMMUNITY syliva.x.churchill@gmail.com Geotechnical Report Addendum 3136 SW 302nd Place Federal Way,Washington PN:0121039083 Doc ID: Churchill.SW3O2ndPI.RGA INTRODUCTION This geotechnical report addendum addresses comments from a third party reviewer, Amec Foster Wheeler (Amec), dated August 3, 2017 for the deck foundation settlement and foundation repair at 3136 SW 302nd Place in Federal Way, Washington (PN: 0121039083). We previously prepared a Geotechnical Engineering Report dated November 9, 2016. The general site location is shown on the Site Location Map, Figure 1. We understand that the deck and storage room below the deck began experiencing settlement in 2016. We understand that the deck and storage room have not only settled, but have slid several inches to the northwest. In order to mitigate the settlement, push piers have been installed along the northwest, northeast, and southwest footings. SITE CONDITIONS As stated in our original report, the site consists of a single tax parcel located at 3136 SW 302nd Place in Federal Way, Washington. According to King County GIS, the site is generally rectangular in shape, measures about 15 to 30 feet wide (northeast to southwest) by about 530 to 560 feet deep (northwest to southeast), and encompasses approximately 12, 367 square feet(0.28 acres). The site is bounded by existing residential development to the east and west, by SW 302nd Place to the south, and by Dumas Bay of Puget Sound to the north. The site is currently developed with a four-story single-family residence, cast-in-place concrete bulkhead, and gabion baskets along the shoreline bluff. The existing site conditions are shown on the Site and Exploration Map, Figure 2. According to topographic information obtained from King County public GIS data and generally confirmed in the field, the site generally consists of a relatively flat upland area and a steeply sloping shoreline bluff. The upland area slopes down to the northwest from SW 302nd Place very gradually, on the order of 2 to 5 percent. Approximately in line with the eastern extent of the residence, the site begins to slope down to the northwest more steeply, initially at about 35 percent, and steepening in the area immediately behind the bulkhead to 55 to 60 percent. Total topographic relief across the site is on the order of 55 to 60 feet. No evidence of surface water, soil erosion, soil movement was Churchilt.SW302ndPI.RGA November 14,2017 page 12 observed on the site at the time of our site visits. However, seepage was observed on the adjacent property to the northeast of the site. We understand that surface water and runoff at the site is collected and tightlined to an HDPE pipe that discharges onto the beach. During our original subsurface explorations,we observed that the pipe was not functioning properly,but upon notifying you,was immediately fixed. The existing residence steps down the slope, and provides grade separation by utilizing a daylight basement configuration along with gabion basket walls. The deck extends out to the northwest and the lower portion of the deck is enclosed with a slab-on-grade floor. The outermost northwest corner of the deck support appears to be partially founded on the upper-most portion of the gabion baskets. The gabion baskets extend down the slope about 10 to 12 vertical feet. The toe of the slope is protected by an existing cast-in-place bulkhead. Both the gabion baskets and cast-in- place bulkhead appeared to be in good condition at the time of our site visits. As previously stated, the lower deck and storage room have been experiencing settlement and slight lateral movement to the northwest. The settlement is generally confined to these areas, however, we understand that you have observed some cosmetic damage in the upper levels of the residence as well. Subsurface Explorations On October 13, 2016, a field geologist from GeoResources, LLC (GeoResources) observed shallow subsurface conditions at the site by excavating three hand auger explorations at the site to depths of 4.5 to 14.5 feet below the existing ground surface, logged the subsurface conditions encountered in each hand auger, and obtained representative soil samples. We returned to the site on October 5, 2017 to excavate a fourth hand auger in the exposed outer footing of the north corner of the deck. The number and location of the hand augers was selected in the field based on information provided by you, consideration for underground utilities, existing site conditions, and current site usage. Each hand auger was backfilled with the excavated soils and tamped, but not otherwise compacted. The subsurface explorations excavated as part of this evaluation indicate the subsurface conditions at specific locations only, as actual subsurface conditions can vary across the site. Furthermore, the nature and extent of such variation would not become evident until additional explorations are performed or until construction activities have begun. Based on our experience in the area and extent of prior explorations in the area, it is our opinion that the soils encountered in the explorations are,generally representative of the soils at the site. The approximate locations of our hand augers are indicated on the attached Site and Exploration Map, Figure 2. The soils encountered were visually classified in accordance with the Unified Soil Classification System (USCS) and ASTM D: 2488. The USCS is included in Appendix A as Figure A-1, while the descriptive logs of our hand augers are included as Figures A-2 through A-5. Subsurface Conditions Our explorations encountered generally uniform subsurface conditions that generally confirmed the mapped stratigraphy at the site. Our hand augers in the lower portion of the site(HA-1, HA-2, and HA-4)encountered a few inches of paver sand overlying about 2 to 3.5 feet of orange brown gravelly sand with some silt and cobbles that appeared to be in a loose to medium dense and moist condition. We interpret these upper soils as fill material placed in previous stages of the site's development. Below the upper fill soils, and below the topsoil horizon in hand auger HA-3, our hand . %4 GEORESOURCES Churchill.SW302ndPI.RGA November 14,2017 page 3 augers encountered yellow-grey grading to grey gravelly sand that appeared to be in a medium dense and moist to saturated condition to the full depth explored. We interpret these gravelly sands as recessional outwash soils, consistent with the mapped stratigraphy in the site area. Groundwater Conditions Groundwater seepage was not observed in any of our hand auger holes at the time of excavation. However, an increase in moisture was observed at about 9.5 feet in our recent hand auger HA-4. We also understand the City observed groundwater seepage on the adjacent parcel to the northeast. We anticipate fluctuations in the local groundwater levels will occur in response to precipitation patterns, off-site construction activities, and site utilization. CONCLUSIONS Based on the results of our data review, site reconnaissance, subsurface explorations, slope stability analyses, and our experience in the area, it is our opinion that the site is relatively stable and that the settlement can be attributed to the poor construction of the deck and storage room and the underlying fill. It is also our opinion that the push piers should be adequate to support the settling structure and that because of the depth to which the piers were installed, they should not increase the loads on the gabion baskets or bulkhead. It is further our opinion that other repair options would have been too costly and environmentally prohibitive. The AMEC third-party review comments are provided and addressed below. i. Summarize the current damage to the structure; discuss the portions of the house that have deformed, the direction and magnitude of deformation, and portion of the slope that has most likely deformed. The lower deck/storage room appears to have settled and slid down/laterally to the northwest by about 1 to 2 inches. Distances are based on visual observations and our experience with similarly deformed structures. Cracks in the foundation and the misalignment of the deck door, as well as the deformation of the deck above the storage room are likely the result of the settlement. It appears that the settlement and soil deformation are limited to the soils/foundation underlying the deck/storage room, as similar deformations were not observed in the main residence. 2. Summarize how surface water is managed (or not managed)at the site. We understand that surface water and runoff at the site is collected and tightlined to a drain pipe that discharges onto the beach. During our site visits, we observed that the gutters were connected to buried drain pipes. We also observed the drain pipe daylighting out of the bulkhead above the beach. We understand that you have recently had your gutters and drain lines inspected and that no leaks were observed. There is currently no system at the site to collect any upland runoff. 3. Note that AESI report concluded that the slope was stable and the basement slab and deck were adequately supported. Also, from our interview with the current owner, we GEORESOURCES Churchill.SW302ndPI.RGA November 14,2017 page 14 understand deformation was not present at the time of purchase. Please provide opinions as to why movement has occurred recently and not previously. Based on our conversations with you and observations during our multiple site visits, it is our opinion that the foundation settlement occurred because of poor construction techniques associated with the deck/storage room construction. Decaying/rotting wood was found buried below grade and concrete rubble fill was below the wood and slab. While some of the movement has occurred since the Churchills purchased the home it is our opinion that repairs, and cosmetic finishes were likely applied to the residence at the time of listing that covered up the evidence of movement. We did not observe the structure at the time of listing and this opinion is based on the anecdotal evidence and the AESI report. Our hand augers extended over 10 feet so it is unclear to us why the AESI hand auger was so shallow or how the shallow hand auger was sufficient to evaluate the site as stable. 4. Provide a geologic cross-section of the house and bluff. Sheet 3 of the plans might provide a sufficient base. Include the structures, the gabions, the bulkhead, the soil borings, interpreted soil layers, interpreted groundwater, and interpreted zone of deforming soil. See Figures 3a and 3b. 5. Assess the condition of the gabions and bulkhead based on visual reconnaissance. Both the gabion baskets and cast-in-place bulkhead appeared to be in good condition at the time of our site visits. 6. Comment on whether the landslide and groundwater seepage (observed during our site visit on July 31, 2017) on the adjacent property to the north is related to the deformation of the structure. During our site visits we observed seepage on the adjacent property to the north and we understand that there was also a small failure at that property. However, it is our opinion that the failure and groundwater on the adjacent site is not related to the movement at the subject site. Similarly,that repair was completed using pin piles. 7. Analyze the global stability of the slope in the current conditions and after construction of the piles/piers. Also analyze the seismic stability after construction. We analyzed the global slope stability of the existing, pre-construction slope geometry and the post-construction geometry using subsurface profile A-A'as indicated on Figure 3a. This original cross section was selected as the most critical section given the height and steepness of the slopes, relative to the proximity of the proposed push piers. The cross section and slope stability results using both static and dynamic conditions are included as Appendix "B". We used the computer program SLIDE version 7.0 from RocScience, 2015, to perform the slope stability analyses. The computer program SLIDE uses a number of methods to estimate the GEORESOURCES Churchill.SW302ndPI.RGA November 14,2017 page 5 factor of safety (FS) of the stability of a slope by analyzing the shear and normal forces acting on a series of vertical "slices"that comprise a failure surface. Each vertical slice is treated as a rigid body; therefore, the forces and/or moments acting on each slice are assumed to satisfy static equilibrium (i.e., a limit equilibrium analysis). The FS is defined as the ratio of the forces available to resist movement to the forces of the driving mass. A FS of 1.0 means that the driving and resisting forces are equal; a FS less than 1.0 indicates that the driving forces are greater than the resisting forces (indicating failure). We used the GLE/Morgenstern-Price method, which satisfies both moment and force equilibrium, to search for the location of the most critical failure surfaces and their corresponding FS. The most critical surfaces are those with the lowest FS for a given loading condition, and are therefore the most likely to move. We modeled the pre- and post-construction conditions based on our site observations, subsurface explorations, and document review. Our model included the upper, flat portion of the site, the residence, gabion baskets (assumed to be stable), and cast-in-place bulkhead (assumed to be stable). Our analyses determined the FS for the shoreline in its pre-construction condition to be 1.9 and 1.1 under static and seismic conditions, respectively. A horizontal seismic coefficient of 0.26 was used to analyze the seismic case, approximately half of the PGA from ASCE 7-10. The factors of safety for the post construction case were the same because the controlling global failure surface is deep enough to not be affected by the new pier foundations. Details of the slope stability analyses are included in Appendix"B". 8. Provide seismic design parameters to the structural engineer based on the current codes or state the probability of exceedance of earthquake motion used for design. Based on our observations and the subsurface units mapped at the site, we interpret the structural site conditions to correspond to a seismic Site Class "D" in accordance with the 2015 IBC documents and American Society of Civil Engineers (ASCE) standard 7-10 Chapter 20 Table 20.3-1. This is based on the range of SPT (Standard Penetration Test) blow counts for the soils types observed in the site area. These conditions were assumed to be representative for the subsurface conditions for the site in general based on our experience in the vicinity of the site. For design of seismic structures using the IBC 2015, mapped short-period and 1-second period spectral accelerations, SS and S1, respectively, are required. The U.S. Geological Survey (USGS) completed probabilistic seismic hazard analyses (PSHA) for the entire country in November 1996, which were updated and republished in 2002 and 2008. The PSHA ground motion results can be obtained from the USGS website. The results of the updated USGS PSHA were referenced to determine SS and S1 for this site. The results are summarized in the following table with the relevant parameters necessary for IBC 2015 design. GEORESOURCES Churchill.SW302ndPI.RGA November 14,2017 page 16 TABLE 1: 2015 IBC Parameters for Design of Seismic Structures Spectral Response Acceleration(SRA)and Site Short 1 Second Period Coefficients Period Mapped SRA SS= 1.322 S, =0.508 Site Coefficients(Site Class D) Fa= 1.0 F„= 1.50 Maximum Considered Earthquake SRA SMS= 1.322 SMi =0.762 Design SRA Sips=0.881 SDI = 0.508 9. Comment on whether the piles/piers will increase the loads on the gabions or the bulkhead and if they will be stable. It is our opinion that the push piers should be adequate to support the settling structure and that because of the depth to which the piers were installed, they should not increase the loads on the gabion baskets or bulkhead. Because the piers should transfer the load lower to the soil strata it is our opinion the surcharging loads on the gabion wall and bulkhead will be reduced. LIMITATIONS We have prepared this report for use by The Churchill's and other members of the design team,for use in the design of a portion of this project. The data used in preparing this report and this report should be provided to prospective contractors for their bidding or estimating purposes only. Our report, conclusions and interpretations are based on our subsurface explorations, data from others and limited site reconnaissance, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible between the explorations and may also occur with time. A contingency for unanticipated conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated by the explorations, to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. If there are any changes in the loads,grades, locations,configurations or type of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications,as appropriate. GEORESOURCES Churchill.SW302ndPL RGA November 14,2017 Page 17 We have appreciated the opportunity to be of service to you on this project. If you have any questions or comments, please do not hesitate to call at your earliest convenience. Respectfully submitted, GeoResources, LLC Jordan L. Kovash,GIT Staff Geologist in Training r OP RgJ N�o� Wash;��ro t • WASa o v s : ►r /' it GA Engrneenng Geologist I '� 50040 •� �� �C' 925 O�• °� FGISTER �'�• ' used Geo\ bog- -6;s• %NAL \Ac' /I? I J 1.i Z‘)/-r- Ol KEITH SCOTT SCHEM` Dana C. Biggerstaff, PE Keith S.Schembs, LEG Senior Geotechnical Engineer Principal JLK:DCB:KSS\jlk Doc ID:Churchill.SW302ndPI.RGA Attachments: Figure 1:Site Location Map Figure 2:Site and Exploration Map Figure 3a:Site Map and Cross Section Figure 3b:Site Cross Section Appendix"A":Subsurface Explorations Appendix"W':Slope Stability Analyses GEORESOURCES F ', • t * 4 • i , \ . , Federal Way Approximate Site Location (map created from King Count Public GIS) "moi •E. Not to Scale Site Location Map Proposed Foundation Improvements _ 3136 SW 302nd Place GE O R E S C) U RC E S Federal Way, Washington earth science & geotechnical engineer PN: 0121039083 5067 Pacific Hwy E.,Suite 16 I Fife.WA 98424 1 253.896.1011!www.georesources.rocks Doc ID:Churchill.SW302ndPI.FA November 2017 Figure 1 '§ <- ` , 1�312s ,L . 3011 et '''.'t,",'..'' 6 s 3 140 +. y 11-\\ y1 : .- " t e • =k 1144 a F - -O' Civ 148. l .s. i ' .. _:12' Approximate Site Location (map created from King County Public GIS) • Not to Scale Site Map and Cross Section Proposed Foundation Improvements 3136 SW 302nd Place GE O RESJU RCE S Federal Way, Washington =>;frth ci,f:,;-e & geotechnical et,t;ir�f-elm ; PN: 0121039083 5007 Pacific Hwy E.,Suite 16 I Fife,WA 98424 i 253.896.0011!www.georesov«es.rocks Doc ID:Churchill.SW302ndPLFA November 2017 Figure 3a .,. "4 _ 3Y- .,. Sl t44 L `,. AN, . `.. « V S Y� ' "'��_ w mow` Li....:,;:.,., iA y F 3 l ' • :; =. •., ' .. *No,, Approximate Site Location (map created from King County Public GIS) S - Number and Approximate location of explorations Not to Scale ��,.,,._ Site and Exploration Map —.•00000.111°.11°111 — .•0' Proposed Foundation Improvements 3136 SW 302nd Place GEORESOURCES Federal Way, Washington earth science & geotechnical engineering PN: 0121039083 5007 Pacific Hwy E.,Suite 16 1 Fife,WA 98424 1253.895.1011 1 www.georesources.rocks Doc ID:Churchill.SW302ndPI.FA November 2017 Figure 2 • WarfelP " Color t1Mt WNyht k Coharionl Phi Water _ OMM31 (.4%4'1Strength Type duff (deal Surface Pu N k I j1,— = Sandi a, 110 125 Mohr-Coulomb 0 35 5e fau / 1 = Gabon Wall 130 Mohr-CCoulomb 10000 45 None 0 1 Lower Sand w/slit ■ 130 135 Mohr-Coulomb 75 30 Su fou Water p Interpreted Area of Deformed Soil 11 110 Mohr-Coulomb 0 33 None 0 O— Churchill Residence I1 -I7 r_ I 1 DecldStorage Room Gabions IN A 8 1a _ 122E HA-4 CI A,14 _1. Burr.head1 ._CZ W D = 1 •o- f = I _ . • I -- i 1 = - � 0 25 50 75 100 125 150 175 200 225 250 275 Project SLIDE-An Interactive Slope Stability Program ril 1f,_ AnaryasDes'iptlon Churchill.SW302ndPlace ....V', _ °owner JLK Scale 1:339Company GeoResources,LLC ame SLIDE 7.018 1 �� 8/14/2017,3:13:45 PM �eN Churchill.SW302ndPl.slide.slmd Appendix A Subsurface Explorations SOIL CLASSIFICATION SYSTEM fa , MAJOR DIVISIONS GROUP GROUP NAME SYMBOL GRAVEL CLEAN GW WELL-GRADED GRAVEL,FINE TO COARSE GRAVEL GRAVEL GP POORLY-GRADED GRAVEL COARSE a ; GRAINED More than 50% GRAVEL GM SILTY GRAVEL SOILS Of Coarse Fraction WITH FINES Retained on GC CLAYEY GRAVEL No.4 Sieve SAND CLEAN SAND SW WELL-GRADED SAND,FINE TO COARSE SAND More than 50% SP POORLY-GRADED SAND Retained on No.200 Sieve More than 50% SAND SM SILTY SAND Of Coarse Fraction WITH FINES Passes SC CLAYEY SAND No.4 Sieve SILT AND CLAY INORGANIC ML SILT FINE CL CLAY GRAINED • SOILS Liquid Limit ORGANIC OL ORGANIC SILT,ORGANIC CLAY Less than 50 SILT AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY,ELASTIC SILT More than 50% CH CLAY OF HIGH PLASTICITY,FAT CLAY Passes No.200 Sieve Liquid Limit ORGANIC OH - ORGANIC CLAY,ORGANIC SILT 50 or more HIGHLY ORGANIC SOILS PT PEAT NOTES: SOIL MOISTURE MODIFIERS: 1. Field classification is based on visual examination of soil Dry- Absence of moisture,dry to the touch in general accordance with ASTM D2488-90. Moist- Damp,but no visible water 2. Soil classification using laboratory tests is based on ASTM D2487-90. Wet- Visible free water or saturated,usually soil is obtained from below water table 3. Description of soil density or consistency are based on interpretation of blow count data,visual appearance of soils,and or test data. Unified Soils Classification System Proposed Foundation Improvements -- "■1111111111111111111\ 3136 SW 302nd Place G E O R E S O U R C E S Federal Way, Washington PN: 0121039083 t 5007 Pacific Hwy E.,Suite t6 I Fife,WA 98424;253.896.1011 i www.georesources.rocks Doc ID:Churchill.SW302ndPLFA November 2017 Figure A-1 TOTAL DEPTH: 14.6 DRILLING METHOD: LOGGED BY: STM ' TOP ELEVATION: DRILLING COMPANY: HAMMER TYPE: LATITUDE: DRILL RIG: Hand Auger HAMMER WEIGHT: LONGITUDE: NOTES: North access stairs,by storage room door TEST RESULTS Plastic Limit I I Liquid Limit c , c %Water Content • •E g a`i DRILLING o. 3 o w SOIL t7ESCl TION (VOTES 41 4 %Emes(<0.075mm) o ® " Penetration- ♦ (blows per foot) 4.0 0 Gray paver sand 10 Z.0 q() 50 tsar Light brown to orange-brown gravelly sand e9zEr{ rtr.nt - with some silt occasional cobble and roots a foci rtxtt.t (loose to medium dense,moist)(fill?) ),:qtr, ofi..ii .... :Yellow-gay send with some s' (hoose to a........k v_.._....., e 2.5— medium dense,moist)(weathered outwash t f r I t r ;. sand?) • Gray sandy gravel(medium dense, moist)(outwash) t' i iw tro 5— 4 { ! i 1 f 144 7.5— •'Y 4 gray gravelly sand(medium dense,moist) . I r : ::: I Y F r t P 9 t t 91.E 10- ..'.«' itifili ....A.� - :!:Alf:::............_......... ...................... ........_.._..•..... 12..5 CCAi 1 ; l t !! V :, di::r .1i. liv.:::ri Bottom of Boring 15— CompletedOct 13,2016 NOTES Proposed Foundation Improvements 1.Refer to log key for definition of symbols,abbreviations and codes 302nd PI 2.USCS designation is based on visual manual classification Federal Way, WA and selected lab testing 3.Groundwater level,if indicated,is for the date shown and may vary 4.N.E.=Not Encountered LOG OF BORING HA-1 5.ATD=At the Time of Drilling JOB: Churchill.SW302ndP1 Sneer , ar , GeoResources, LLC 1 FIG. TOTAL DEPTH: 4.5 DRILLING METHOD: LOGGED BY: TOP ELEVATION: DRILLING COMPANY: HAMMER TYPE: LATfl : MILLS*: HAMMER WEIGHT:_ LONGITUDE: NOTES: South side of lower storage room,near downspout TEST RESULTS Plastic Limit I I Liquid Limit t c °' u c %Water Content • DRILLING 3- a 3 o SOIL DESCRIPTION NOTES , %Fines(<0.075mm) o m o 0 wv 0� Penetration- ♦ (blows per foot) 0 ` r Gray..paver sand(•fel) 19 20 30 4,00 Orange gravelly sand,occassional cobble (loose,moist)(fill?) :op, 2.5— ..c:«r Gray gravelly sand(loose to medium dense, a • c ? nth moist)(outwash) Bottom of Boring 5— CompletedOctober 13,2016 •7.5— 10— 2.5— 15— NOTES Proposed Foundation Improvements 1.Refer to log key for definition of symbols,abbreviations and codes 3OSFfd{Pr 2.USCS designation is based on visual manual classification Federal Way, WA and selected lab testing 3.Groundwater level,if indicated,is for the date shown and may vary 4.N.E.=Not Encountered LOG OF BORING HA-2 5.ATD=At the Time of Drilling JOB: Churchill.SW302ndPI sneer , of, GeoResources, LLC I FIG. TOTAL DEPTH: 10.5 DRILLING METHOD: LOGGED BY: STM TOP ELEVATION: DRILLING COMPANY: HAMMER TYPE: LATITUDE: DRILL RIG: HAMMER WEIGHT: LONGITUDE: NOTES: Sideyard near top of slope TEST RESULTS Plastic Limit I l Liquid Limit .c o %Water Content • 3 fi DRILLING . g o `� , SOIL DESCRIPTION NOTES m' i %Fmes t<t•Wramm) o in t u) u) 0 Penetration- A (blows per foot) 0 10 20 3J) 40 50 Gravelly topsoil,sod roots and crushed rock Orange-brown gravelly sand with some silt (loose to medium dense,moist)(fill?) 2.5— Yellow-gray sand with trace gravel(loose to ' r i l medium dense,moist)(weathered outwash) .... ::: ::.......... - Gray gravelly sand(medium dense,moist) •'�s%°' k - (outwash) 48:4 5- 411 ?Y`: yam..� ........_.._.._. ................... ...................... 7.5— 5-01 lire':'. �s•7x t a: 10— .it:!:N 71i Bottom of Boring CompletedOctober 13,2016 2.5 15— I t NOTES Proposed Foundation Improvements 1.Refer to log key for definition of symbols,abbreviations and codes 302nd PI 2.USCS designation is based on visual manual classification Federal Way, WA and selected lab testing 3.Groundwater level,if indicated,is for the date shown and may vary 4.N.E.=Not Encountered LOG OF BORING HA-3 5.A'rb=At the lime of'Drilling JOB: Churchill.SW302ndPI Sheer , of, GeoResources, LLC I FIG. Hand Auger HA-4 • Location: North deck foundation corner Approximate Elevation: 37' Depth (feet) Soil Type Soil Description 0.0 - 2.75 SP Brown SAND with gravel (root zone)(loose, moist)(SP) 2.75 - 3.5 SP Light brown SAND with gravel (loose to medium dense, moist)(SP) 3.5 - 5.25 SP Light brown SAND with gravel (medium dense, moist)(SP) 5.25 - 6 SP Brown to tan SAND with occasional gravel(medium dense,moist)(SP) 6 7.2 SP Brown to tan coarser SAND,with occasional gravel (medium dense to dense, moist) (SP) 7.2 13.5 SP Brownish grey to grey coarse SAND with occasional gravel (medium dense to dense, moist to damp)(SP) Terminated at 13.5 feet below ground surface. Caving was observed at approximately 13 feet below ground surface. No groundwater seepage was observed. Logged by: AES/CC Excavated on:October 5,2017 Hand Auger Logs Proposed Foundation Improvements —..wel11111111_._ 3136 SW 302nd Place GEORESOURCES Federal Wy, Wa Washington PN:5007 Pacific Hwy e.,Suite 16 1 Fife,WA 98424 253 896 1011 1 www.georesources.rocks Doc ID:Churchill.SW302ndPI.FA November 2017 Figure A-5 Appendix B Slope Stability Analyses - Safety Factor - 0.000 0.250 1.911 0.500 0 0.750 TS__ 1.000 s.c UnR U00035 0 110110n Ph1 1.250 Malen.l Name Color Welyht Strength type Waster Surface Nu Type NN - I I Ilba/X91 Qbe/R3) IPaI (d V) 1 1.SQQ I12—.70r131 sand: ,® 110 125 i Moh,-Caulomb 0 35 Wever surface Automatically calculated • Gabion Wail i G} 130 I Mohr-Coulomb 10000 45 None 0 2.250 i Sana w/sat�MI 130 135 MoMtoulomb n 39 i Water surface Automatically Calculated j — 2.500 - 2.750 3.000 - 3.250 3.500 3.750 4.000 _ 4.250 4.500 4.750 5.000 5.250 5.500 1500.001bsC2 5.750 6.000+ 1500.00130M2 t 500.0016c11t2 N n ......_.SJ ,.,:.i........• • W p- II 0 50 100 150 200 250 300 AVed SLIDE-An Interactive Slope Stability Program •J I',. AtmOveDesaipticm Churchill.SW302ndPlace ,:11 r� _ Drawn BY ]LKScale 1:383 Company GeoResources,LLC s mEIN RPNETl.015 1 Date 8/14/2017,3:13:45 PM Name Churchill.SW302ndPislide.slmd • Safety Factor 0.000 1.117) 0.250 - 0.500 ,0-28 0.750 Unnwe(m s"OnR cohesion PM Material Name Color [Nel{in h,Mjlbiype water Surface Huaype flu 1.000 tro✓nl tw./n3l a l la�ll 1.250 Sade no ' 125 Mohr-Coulomb 0 35 !orate,Surface Automatically Calculated 1.500 C 1.750 Gamonwdl 130 Mohr-Coulomb i 10200 45 None 0 n ' 2.000 !lower Sand yr/,# ■-: 335. ' las Mohr-Coulomb. 75 311 waterSurface Automatcally Caudated 2.250 2.500 2.750 3.000 3.250 g 3.500 3.750 4.000 4.250 4.500 4.750 5.000 5.250 5.500 1500.00 15s102 5.750 6.000+ 1500.00 1b5/112 A 0 1500 00 lbs/ft2 U ✓V • 0 25 50 75 100 125 150 175 200 225 250 275 Project SLIDE-An Interactive Slope Stability Program NI hj. A,na/ys.Des,,Pbm Churchill.SW302ndPlace ��►� , Drawn By ILK xar 1:354 Company GeoResources,LLC SUOEINTERPRET 1018 Dare 8/14/2017,3:13:45 PM Fite Nome Churchill.SW302ndPI.slide.slmd • be. suoturritapREr 7.018 SLIDE-An Interactive Slope Stability Program: Page 1 of 10 • Slide Analysis Information SLIDE-An Interactive Slope Stability Program Project Summary File Name: Churchili.SW-3O2ndPl.sIide.slmd--Pont-Construction-Static Slide Modeler Version: 7.018 Project Title: SLIDE-An Interactive Slope Stability Program Analysis: Churchill.SW302ndPlace Author: JLK Company: GeoResources,LLC Date Created: 8/14/2017,3:13:45 PM Genera!Settings Units of Measurement: Imperial Units Time Units: days Permeability Units: feet/second Failure Direction: Right to Left Data Output: Standard Maximum Material Properties: 20 Maximum Support Properties: 20 Analysis Options Slices Type: Vertical Analysis Methods Used GLE/Morgenstern-Price with interslice force function: Half Sine Number of slices: 50 Tolerance: 0.005 Maximum number of iterations: 75 Check malpha<0.2: Yes Create Interslice boundaries at intersections with water tables and piezos: Yes Initial trial value of FS: 1 Steffensen Iteration: Yes Groundwater Analysis Churchill.SW302ndPl.slide.slmd GeoResources,LLC 8/14/2017,3:13:45 PM • ,+ suoarax AME('Isis °I SLIDE-An Interactive Slope Stability Program: Page 2 of 10 Groundwater Method: Water Surfaces Pore Fluid Unit Weight[lbs/ft3]: 62.4 Use negative pore pressure cutoff: Yes Maximum negative pore pressure[psf]: 0 Advanced Groundwater Method: None Random Numbers Pseudo-random Seed: 10116 Random Number Generation Method: Park and Miller v.3 Surface Options Surface Type: Circular Search Method: Slope Search Number of Surfaces: 5000 Upper Angle: Not Defined Lower Angle: Not Defined Composite Surfaces: Disabled Reverse Curvature: Invalid Surfaces Minimum Elevation: Not Defined Minimum Depth[ft]: 4 Minimum Area: Not Defined Minimum Weight: Not Defined Seismic Advanced seismic analysis: No Staged pseudostatic analysis: No Loading 3 Distributed Loads present Churchill.SW302ndPI.slide.slmd GeoResources,LLC 8/14/2017,3:13:45 PM SL1DEIN1ERPRET 7.018 •�J�r SLIDE-An Interactive Slope Stability Program: Page 3 of 10 sy►. Distributed Load 2 Distribution: Constant Magnitude[psf]: 1500 Orientation: Vertical Distributed Load 2 Distribution: Constant Magnitude[psf]: 1500 Orientation: Vertical Distributed Load 3 Distribution: Constant Magnitude[psf]: 1500 Orientation: Normal to boundary Material Properties Property Sands Gabion Wall Lower Sand w/silt Color n Strength Type Mohr-Coulomb Mohr-Coulomb Mohr-Coulomb Unsaturated Unit Weight[lbs/ft3] 110 130 Saturated Unit Weight[tbs/ft3] 125 135 Cohesion [psf] 0 10000 75 Friction Angle[deg] 35 45 38 Water Surface Water Table None Water Table Hu Value Automatically Calculated Automatically Calculated Ru Value 0 Support Properties Support 1 Support Type:Micro-Pile Force Application:Active Out-of-Plane Spacing:4 ft Pile Shea r Strength:55000 lb Force Direction:Perpendicular to Pile Global Minimums Method:gle/morgenstern-price Churchill.SW302ndPl.slide.slmd GeoResources,LLC 8/14/2017,3:13:45 PM SL10EPfTEWREf 7.018 • [�:•. SLIDE-An Interactive Slope Stability Program:Page 4 of 10 FS 1.411200 Center: 62.165,169.757 Radius: 166.400 Left Slip Surface Endpoint: 43.206,4.440 Right Slip Surface Endpoint: 183.607,56.000 Left Slope Intercept: 43.206 8.000 Right Slope intercept: 183.607 56.000 Resisting Moment: 2.88603e+007 lb-ft Driving Moment: 1.51006e+007 lb-ft Resisting Horizontal Force: 158530 lb Driving Horizontal Force: 82947.9 lb Total Slice Area: 2058.54 ft2 Surface Horizontal Width: 140.401 ft Surface Average Height: 14.6619 ft Valid/Invalid Surfaces Method:gle/morgenstern-price Number of Valid Surfaces: 1682 Number of Invalid Surfaces: 3318 Error Codes: Error Code-103 reported for 3309 surfaces Error Code-113 reported for 4 surfaces Error Code-114 reported for 5 surfaces Error Codes The following errors were encountered during the computation: -103=Two surface/slope intersections,but one or more surface/nonslope external polygon intersections lie between them. This usually occurs when the slip surface extends past the bottom of the soil region,but may also occur on a benched slope model with two sets of Slope Limits. -113=Surface intersects outside slope limits. -114=Surface with Reverse Curvature. Slice Data Global Minimum Query(gle/morgenstern-price)-Safety Factor:1.9112 Angle Base Base Effective Base Shear Shear Pore Slice Width Weight of Slice Base Friction Normal Normal Cohesion Stress Strength Pressure Number [fti [lbs] Base Material Angle Stress Stress [degrees] [Psi [degrees] [t) [psf] [psf] 1 2.81452 691.492 -6.05466 Lower Sand 75 38 48.3034 92.3175 253.61 231.445 22.1649 w/silt 2 2.81452 814.919 -5.08091 Lower Sand 75 38 62.0506 118.591 304.361 248.567 55.7939 w/silt 3 2.81452 920.04 -4.10863 Lower Sand 75 38 74.5265 142.435 348.995 262.682 86.3129 w/silt Lower Sand 4 2.81452 1+006.93 -3.13753 w/silt 75 38 85.5428 163.489 387D65 273.:x3 113:262 Churchill.SW302ndPl.slide.slmd GeoResources,LLC 8/14/2017,3:13:45 PM • 4, SLxDEIM81PRET 7.018 L�1•. SLIDE-An Interactive Slope Stability Program: Page 5 of 10 • Lower Sand 5 2.81452 /075.64 -2.16733 75 38 94.9288' 181.428 418.162 281.94 136.222. w/silt 6 2.81452 1126.26 -1.19775 Lower Sand 75 38 102.592 196.073 442.067 287.099 154.968 w/silt 7 2.81452 1185.29 -0.22852 Lower Sand 75 38 114.084 218.038 472.368 289.286 183.082 w/silt 8 2.81452 1249.52 0.740648 Lower Sand 75 38 126.063 240.931 500.881 288.501 212.38 w/silt Lower Sand 9 181452 1295.66 1.71003 w/silt 75 38 135389 259.903 521.409 284.744 236.665 10 2.81452 1323.68 2.6799 Lower Sand 75 38 143.803 274.837 533.79 278.012 255.778 w/silt 11 2.81452 1333.55 3.65054 Lower Sand 75 38 149.481 285.688 537.967 268.299 269.668 w/silt 12 2.81452 1325.22 4.62223 Lower Sand 75 38 153.037 292.485 533.965 255.597 278.368 w/silt Lower Sand 13 2.81452 1298.62 5.59525 w/silt 75 38 154523 295324 521.896 239.895 282.0.01 14 2.81452 1253.67 6.5699 Lower Sand 75 38 154.021 294.365 501.954 221.178 280.776 w/silt 15 2.81452 1517.28 7.54646 Lower Sand 75 38 202.486 386.992 598.764 199.431 399.333 w/silt 16 2.81452 3237.59 8.52523 Lower Sand 75 38 470.64 899.487 1240.97 185.673 1055.3 w/silt 17 2.81452 3151.77 9.50652 Lower Sand 75 38 455.632 870.804 1197.55 178.967 1018.58 w/silt 18 2.81452 7303.65 10.4906 Lower Sand 75 38 1077.78 2059.85 2709.71 169.209 2540.5 w/silt 19 2.81452 7099.66 11.4779 Lower Sand 75 38 1041.89 1991.26 2604.98 152.288 2452.69 w/silt 20 2.81452 6875.99 12.4686 Lower Sand 75 38 1004.76 1920.29 2491.03 129.162 2361.87 w/silt 21 2.81452 6632.55 13.4631 Lower Sand 75 38 966.116 1846.44 2368.76 101.414 2267.34 w/slit 22 2.81452 8080.79 14.4618 Lower Sand 75 38 1168.56 2233.36 2832.15 69.5827 2762.57 w/silt 23 2.81452 10366.3 15.465 Lower Sand 75 38 1477.97 2824.7 3561.78 42.3097 3519.47 w/silt 24 2.81452 10068.1 16.473 Lower Sand 75 38 1416.14 2706.52 3395.94 27.7471 3368.19 w/silt Lower Sand 25 2.81452 9415.44 17.4864 w/silt 75 38 1308.46 2500.73 3114.74 9.94442 3104.79 26 2.88691 9274.7 18.5186 Lower Sand 75 38 1236.47 2363.14 2928.68 0 2928.68 w/silt 27 2.88691 8900.66 19.5703 Lower Sand 75 38 1162.56 2221.89 2747.89 0 2747.89 w/silt 28 2.88691 8504.15 20.6288 Lower Sand 75 38 1087.83 2079.07 2565.1 0 2565.1 w/silt 29 2.88691 8627.84 21.6948 Lower Sand 75 38 1354.4 2588.52 3217.15 0 3217.15 w/silt 30 2.88691 10182.3 22.7688 Lower Sand 75 38 1242.62 2374.9 2943.74 0 2943.74 w/silt 31 2.88691 9715.4 23.8512 Lower Sand 75 38 1161.96 2220.74 2746.43 0 2746.43 w/silt 32 2.88691 9223.94 24.9428 Lower Sand 75 38 1081.64 2067.23 2549.94 0 2549.94 w/silt 33 2.88691 8707.25 26.0442 Lower Sand 75 38 1001.74 1914.52 2354.47 0 2354.47 Churchill.SW302ndPI.slide.slmd GeoResources,LLC 8/14/2017,3:13:45 PM • ww SISD€1N1 PRET 7.018 • te%.- SLIDE-An Interactive Slope Stability Program: Page 6 of 10 w/silt 34 2.88691 8164.63 27.156 Lower Sand 75 38 922.237 1762.58 2160 0 2160 w/silt 35 2.88691 7595.31 28.279 Lower Sand 75 38 843.083 1611.3 1966.37 0 1966.37 w/silt 36 2.74458 6710.48 29.3856 Sands 0 35 661.056 1263.41 1804.34 0 1804.34 37 2.74458 6233.37 30.4762 Sands 0 35 604.432 1155.19 1649.78 0 1649.78 38 2.74458 5734.88 31.5791 Sands 0 35 547.734 1046.83 1495.03 0 1495.03 39 2.74458 5214.28 32.6953 Sands 0 35 490.764 937.948 1339.53 0 1339.53 40 2.74458 4670.74 33.8256 Sands 0 35 433.284 828.093 1182.64 0 1182.64 41 2.74458 4103.34 34.971 Sands 0 35 375.029 716.756 1023.63 0 1023.63 42 2.74458 3511.08 36.1327 Sands 0 35 337.889 645.774 922.263 0 922.263 43 2.74458 4274.23 37.3119 Sands 0 35 587.343 1122.53 1603.13 0 1603.13 44 2.74458 4964.58 38.5098 Sands 0 35 459.296 877.806 1253.64 0 1253.64 45 2.74458 4290.61 39.7281 Sands 0 35 396.203 757.224 1081.43 0 1081.43 46 2.74458 3586.56 40.9683 Sands 0 35 331.042 632.688 903.573 0 903.573 47 2.74458 2850.73 42.2323 Sands 0 35 263.287 503.195 718.638 0 718.638 48 2.74458 2081.18 43.5221 Sands 0 35 192.34 367.6 524.987 0 524.987 49 2.74458 1275.72 44.8402 Sands 0 35 117.512 224.588 320.745 0 320.745 50 2.74458 431.864 46.1891 Sands 0 35 255.376 488.075 697.042 0 697.042 Interslice Data Global Minimum Query(gle/morgenstern-price)-Safety Factor:1.9112 Churchill.SW302ndPl.slide.slmd GeoResources,LLC 8/14/2017,3:13:45 PM Ar SL[DE7M6.PRET7.018 [fit►. SLIDE-An Interactive Slope Stability Program:Page 7 of 10 . Slice X Y interslice Interslice Interstice Number coordinate coordinate-Bottom Normal Force Shear Force Force Angle [ft] [ft] [lbs] [lbs] [degrees] 1 43.2065 4.44022 395.368 0 0 2 46.021 4.14168 232.187 7.89007 1.94625 3 48.8355 3.89144 502.959 34.1149 3.88034 4 51.6501 3.68927 802.678 81.3965 5.79035 ' 5 54.4646 3.53499 1122 151.001 7.66493 6 57.2791 3.42847 1452.01 242.812 9.49343 7 60.0936 3.36963 1786.02 355.781 11.266 8 62.9082 3.3584 2171.75 500.356 12.9741 9 65.7227 3.39479 2560.54 667.453 14.6101 10 68.5372 3.47881 2944.56 853.659 16.1674 11 71.3517 3.61055 3316.93 1054.8 17.6409 12 74.1662 3.79012 3671.88 1266.2 19.0261 13 76.9808 4.01767 4004.81 1482.99 20.3197 14 79.7953 4.2934 4312.41 1700.37 21.5192 15 82.6098 4.61755 4592.67 1913.91 22.623 16 85.4243 4.99041 4941.72 2162.06 23.6299 17 88.2389 5.41231 5742.39 2621.74 24.5395 18 91.0534 5.88363 6459.97 3060.7 25.3513 19 93.8679 6.4048 8080.31 3952.51 26.0657 20 96.6824 6.97629 9523.15 4786.06 26.6828 21 99.497 7.59863 10799.9 5551.13 27.2031 22 102.311 8.27242 11922.3 6239.92 27.6268 23 105.126 8.99831 13154.4 6981.01 27.9548 24 107.941 9.77699 14539.5 7791.79 28.1871 25 110.755 10.6092 15697.8 8460.93 28.3241 26 113.57 11.4959 16617.6 8972.44 28.3662 27 116.456 12.4629 17354.1 9348.37 28.3106 28 119.343 13.4892 17889.2 9573.99 28.1549 29 122.23 14.576 18241.1 9657.75 27.899 ` 30 125.117 15.7245 18454.9 9624.41 27.5425 31 128.004 16.9362 18474.3 9447.62 27.0849 32 130.891 18.2126 18322.3 9145.48 26.5258 33 133.778 19.5553 18020.3 8736.44 25.8646 34 136.665 20.9661 17589.6 8240.01 25.1012 35 139.552 22.4469 17052.6 7676.23 24.2349 36 142.439 24 16431.9 7065.12 23.2659 37 145.183 25.5456 15456.9 6323.56 22.2499 38 147.928 27.1607 14450.7 5588.25 21.1421 39 150.672 28.8478 13431.3 4873.62 19.9436 40 153.417 30.6095 12418 4192.73 18.6564 41 156.162 32.4486 11431.8 3556.86 17.2829 42 158.906 34.3683 10495.7 2975.19 15.8263 43 161.651 36.3721 9574.82 2438.98 14.2909 44 164.395 38.4638 7833.06 1762.67 12.682 45 167.14 40.6477 6355.44 1236.02 11.0056 46 169.884 42.9286 4975.93 812.081 9.26906 47 172.629 45.3118 3730.87 489.886 7.48049 48 175.374 47.8032 2662.82 263.394 5.64906 49 178.118 50.4097 1822.17 120.539 3.78468 50 180.863 53.1391 1269.18 42.0582 1.89798 51 183.607 56 0 0 0 Churchill.SW302ndPI.slide.slmd GeoResources,LLC 8/14/2017,3:13:45 PM bp,' A[DEEIVHIPRETT.079' �� SLIDE-An Interactive Slope Stability Program:Page 8 of 10 List Of Coordinates Water Table X Y -0.028 8 60.198 8 85 8 93.145 8.977 98.863 9.432 = 105.409 9.868 s, 113.461 11.478 138.537 15.619 283.184 29 Distributed Load x Y 163 47 161.5 47 Distributed Load x Y 124.5 39 123 39 Distributed Load x Y 183 56 181.5 56 External Boundary Churchill.SW302ndPl.slide.slmd GeoResources,LLC 8/14/2017,3:13:45 PM SIiDEIM9YPREf].010 Pe: . SLIDE-An Interactive Slope Stability Program:Page 9 of 10 x Y 0 3 0 -10 283.184 -10 283.184 56 224 56 183 56 163 56 163 47 124.5 47 124.5 39 111 39 111 38 104 38 104 26 91 26 91 14 85 14 85 8 60 5 Material Boundary X Y 85 8 85 6.5 91 6.5 91 14 Material Boundary x Y 91 14 104 14 104 24 104 26 Material Boundary X Y 104 26: 111 26 111 38 Material Boundary X Y 104 24 283.184 24 Material Boundary I I Churchill.SW302ndPl.slide.slmd GeoResources,LLC 8/14/2017,3:13:45 PM A AIDER7TERPREf 7.019 i*:P. SLIDE-An Interactive Slope Stability Program: Page 10 of 10 X Y 283.184 24 283.184 -10 Churchill.SW302ndPI.slide.slmd GeoResources,LLC 8/14/2017,3:13:45 PM T J �.•■-- DAILY'FI1'LD REPORT PROJECT NO.: ChurchilLSW302ndPl G EO RESO REPORTDATE: Monday,OctobeBMI.�.EURCES REPORT NO.: 01 J UU earth science & geotechnical engineering GR FIELD REP.: JLK NOV 2 2 2n17 5007 Pacific Hwy E.,Suite 16 I Fife,WA 98424 1253896.1011 I www.georesources.rocks PERMIT NO.: FOUNDATION UNDERPINNING CITY OF FEDERAL WAY PROJECT NAME/LOCATION 3136 5W 302"PLACI,FEDERAL WAY,WASHINGTONOMM UNITY DEVELOPMENT REPORT SUBMITTED TO: Contractor Name and Contact: WEATHER Client Jim and Sylvia Churchill General: Robbins&Co &TEMP. Sunny,SO's Robbie(206)331-6613 cc Robbins&Co—Randy Sheets Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: From 1130 To 1400 From To From To General We arrived onsite at the request of Jim Churchill to observe the installation of push piers for the piers associated with the deck foundation repair located at 3136 SW 302'Place in Federal Way,Washington. Prior to our arrival,the footings for the deck has been excavated and the wall anchor installed for pier 3. The contractor then began pushing 3-inch diameter steel pipe piles with an electric/hydraulic pump. The contractor stopped pushing the piers once the foundation was lifted and held at a steady hydraulic pressure. We generally noticed that around 15 feet,driving of the piers slowed. The piers pushed today were given numbers based on the structural plans. Push Piers The piers observed were embedded to the following depths and pressures: Pier 3: 17.65',2800 psi Pier 8: 17.95',2600 psi Note:Depths are based on the existing ground surface. Based on our observations,it is our opinion the piers observed today were installed in accordance with the project plans and specifications. LIMITATIONS: The GeoResources field representative is present on site solely to observe the field activities of the contractor identified and keep RE W : (PM initial/date) our client informed of the progress and quality of the work. The presence and activities of the GeoResources field representative and our . r` acceptance of any non-conforminge work or failure to reject any non-conforming work does not relieve the contractor from complying with Its t. SO/yS// , contract documents, GeoResources does not hove the authority to direct the contractor's work Any Information provided by the GeoResources SCO 7 r r field inspector Ls intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The KITTEN BY(initial/date) contractor is solely responsible for its means,methods,sequences,construction site safety,quality of work and adherence to the contract 9141...... t1}�,5'`�documents. d11`rAj1u Page 1of2 �10■�_ DAILY FIELD REPORT PROJECT NO.: Churchill.SW302ndPI GEORESOURCES REPORT DATE: Monday,October 23,2017 REPORT NO.: 01 earth science & geotechnical engineering GR FIELD REP.: JLK 5007 Pacific Hwy E.,Suite 16 I File,WA 98424 1253.896.1011 I www.georesources.rocks PERMIT NO.: PROJECT NAME/LOCATION FOUNDATION UNDERPINNING 3136 SW 302N°PLACE,FEDERAL WAY,WASHINGTON Water • • Ill 4 • • 7 :4 9 10 3 5 6 8 • • i 2 11 • • 1 12 Legend 0 Piers observed today, approximate locations Not to scale LIMITATIONS: The GeoResources field representative Is present on site solely to observe the field activities of the contractor Identified and keep REVI W BY(PM initial/d e) our client informed of the progress and quality of the work. The presence and activities of the Geoftesources field representative and our acceptance of any non-conforming work or failure to reject any non-conforming work does not relieve the contractor from complying with its t�� !c) -y,„ contract documents. GeoResources does not have the authority to direct the contractor's work. My information provided by the GeoResources field Inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The RITTEN BY(initial/date) contractor is solely responsible for its means, methods,sequences,construction site safety,quality of work,and adherence to the contract /- f 01954 {� documents. T Page 2 of 2 DAILY FIELD REPORT PROJECT NO.: Churchilt.SW302ndPl G E 0 R E S O U R C E S REPORT DATE: Tuesday,October 24,2017 REPORT NO.: 02 earth science & geotechnical engineering GR FIELD REP.: JLK 5007 Pacific Hwy L,Spite 16 I Pile,WA 98424 1253.896.1011 I www.georesources.rocks PERMIT NO.: PROJECT NAME/LOCATION FOUNDATION UNDERPINNING 3136 SW 302"0 PLACE,FEDERAL WAY,WASHINGTON REPORT SUBMITTED TO: Contractor Name and Contact: WEATHER 1 Sunny, Client Jim and Sylvia Churchill General: Robbins&Co &TEMP. 50's Robbie(206)331-6613 cc Robbins&Co—Randy Sheets Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: From 0830 To 1045 From To From To MU"' t4tw xr4 ._ w.�r }ty i General We arrived onsite at the request of Jim Churchill to observe the installation of push piers for the piers associated with the deck foundation repair located at 3136 SW 302' Place in Federal Way,Washington. Prior to our arrival,the contractor had installed the brackets for piers 5 and 6 and was installing the bracket for pier 2 and jackhammering the concrete footings. The contractor then began pushing 3-inch diameter steel pipe piles with an electric/hydraulic pump. The contractor stopped pushing the piers once the foundation was lifted and held at a steady hydraulic pressure. We generally noticed that around 15 feet,driving of the piers slowed. The piers pushed today were given numbers based on the structural plans. The piers observed were embedded to the following depths and pressures: Pier 2: 18.1',2700 psi Pier 5: 17.45',3000 psi Push Piers Pier 6: 18.4',3200 psi Note:Depths are based on the existing ground surface. After we left the site,we understand that the contractor continued installing piers to the following approximate depths and pressures: Pier 1: 16.55',2200 psi Pier 9: 16.85',2500 psi Pier 12: 15.15',2800 psi Note:Depths are based on the existing ground surface. Based on our observations,it is our opinion the piers observed today were installed in accordance with the project plans and specifications. We also understand that the contractor plans to install an additional pier,pier 13,near the door way. LIMITATIONS: The GeoResources field representative is present on site solely to observe the field activities of the contractor identified and keep REVIEW Y PM initial/date) our client informed of the progress and quality of the work. The presence and activities of the GeoResources field representative and our _ acceptance of any non-conforming work or failure to reject any non-conforming work does not relieve the contractor from complying with Its ILS* 10- 411711' - contract documents. GeoResources does not have the authority to direct the contractors work. Any information provided by the GeoResources ' field inspector is intended solely to advise the contractor of the technical requirements of the plans and spetotions and/or design concept The W N BY(initial/date) contractor is solely responsible for its means,methods,sequences,construction site safety, quality of work and adherence to the contract documents. 001214 - Page 1 of 2 DAILY FIELD REPORT __-...00011111111.11..11 NO.: Churchill.5W302ndPI G E() RES 0 U R C E S REPORT DATE: REPORT NO.: Tuesday,October 24,2017 02 earth science & geotechnical engineering GR FIELD REP.: .ILK 5007 Pacific Hwy E.,Suite 161 fife,WA 98424 125}_896.1011 1 www.georesources.rocts PERMIT NO.: PROJECT NAME/LOCATION FOUNDATION UNDERPINNING 3136 SW 302ND PLACE, FEDERAL WAY,WASHINGTON Water I 4 el� 9 10 3 5 6 8 13 1�1 2 • 11 ' 0 0 . 1 12 Legend 0 Piers observed today © Piers not observed today, but installed Locations are approximate Not to scale LIMITATIONS: The GeoResources field representative is present on site solely to observe the field activities of the contractor Identified and keep REVIEW B (PM iniitia date) our client Informed of the progress and quality of the work. The presence and activities of the GeoResources field representative and our acceptance of any non-conforming work or failure to reject any non-conforming work does not relieve the contractor from complying with its t,y 1 O 2-44 contract documents. GeoResources does not hove the authority to direct the contractor's work. Any information provided by the GeoResources field inspector is intended solely to advise the contractor of the technical requirements of the plans and specat/ons and/or design concept. The WR N BY(initial/date) contractor Is solely responsible for its means,methods,sequences,construction site safety,quality of work,and adherence to the contract j cr-y documents. (( T Page 2 of 2 r •— DAILY FIELD REPORT PROJECT NO.: Churchill.SW302ndPI G E 4 R E S 0 U R C E S REPORT DATE: Wednesday,October 25,2017 REPORT NO.: 03 earth science & geotechnical engineering GR FIELD REP.: ILK 5007 Pacific Hwy L.Suite 16 I Fife,WA 98424 1253.896.1011 I www.georesources.rocts PERMIT NO.: PROJECT NAME/LOCATIONFOUNDATION UNDERPINNING 3136 SW 302ND PLACE,FEDERAL WAY,WASHINGTON REPORT SUBMITTED TO: Contractor Name and Contact WEATHER Overcast,50's Client Jim and Sylvia Churchill General: Robbins&Co &TEMP. Robbie(206)331-6613 cc Robbins&Co—Randy Sheets Subcontractors for Geotechnical Construction TIMES OF SITE VISITS: From 0230 To 1130 From To From To t ,'^` 7=7;::"- . t�., 7 We arrived onsite at the request of Jim Churchill to observe the installation of the remaining push piers General for the piers associated with the deck foundation repair located at 3136 SW 302nd Place in Federal Way, Washington. At the time of our arrival,the contractor was installing the bracket for pier 13,jackhammering the concrete footing,and had begun installing pier 7. The contractor then pushed 3-inch diameter steel pipe piles with an electric/hydraulic pump. The contractor stopped pushing the piers once the foundation was lifted and held at a steady hydraulic pressure. We generally noticed that around 15 feet,driving of the piers slowed. The piles pushed today were given numbers based on the structural plans. The piles observed were embedded to the following approximate depths and pressures: Pier 4: 16.25',3100 psi Push Piers Pier 7: 15.95',2500 psi Pier 10: 13.9', 1800 psi Pier 11: 12.45',2200 psi Pier 13: 12.05',2200 psi Note:Depths are based on the existing ground surface. Based on our observations,it is our opinion the pin piles observed today were installed in accordance with the project plans and specifications. LIMITATIONS; The GeoResources field representative is present on site solely to observe the field activities of the contractor identified and keep REV (PM initial/date) our client informed of the progress and quality of the work.The presence and activities of the GeoResources field representative and our ))) acceptance of any non-conforming work or failure to reject any non-conforming work does not relieve the contractor from complying with its 'aye j 0 i. contract documents. GeoResources does not hove the authority to direct the contractor's work. My information provided by the Geollesources fff��- field inspector Is Intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The W EN BY(initial/ ate) contractor is solely responsible for its means,methods,sequences,construction site safety,quality of work,and adherence to the contract p ��; documents. t Page 1 of 2 • DAILY FIELD REPORT PROJECT NO.: Churchill.SW302ndP1 GEORESOURCES REPORT DATE: REPORT NO.: Wednesday,October 25,2017 03 earth science & geotechnical engineering GR FIELD REP.: JLK 5007 Pacific Hwy E.,Suite 16 I Fite,WA 98424 1253.896.1011 I www.gearesaurces.rocks PERMIT NO.: PROJECT NAME/LOCATION FOUNDATION UNDERPINNING 3136 SW 302ND PLACE,FEDERAL WAY,WASHINGTON Water 0 • 4 • • 7 ` • 8 10 3 5 6 g 13 • 2 11 • • 1 12 Legend 0 Piers observed today Locations are approximate Not to scale L/MTTATJONS: The GeoResources field representative is present on site solely to observe the field activities of the contractor identified and keep REVIEW BY(PM Initial/date) our client informed of the progress and quality of the work. The presence and activities of the GeoResources field representative and our acceptance of any non-conforming work or failure to reject any non-conforming work does not relieve the contractor from complying with Its '0/24(4' contract documents. GeoResources does not have the authority to direct the contractor's work. Any information provided by the GeoResources field inspector is intended solely to advise the contractor of the technical requirements of the plans and specifications and/or design concept. The EN BY(initial/da contractor Is solely responsible for its means, methods,sequences,construction site safety,quality of work,and adherence to the contract 10 documents. Page 2 of 2 MOE . w E11ipii RESUBMITTED Engintiriiig. 111('. h NOV 2 2 2017 D �� CITY OF FEDERAL WAY November 20, 2017 COMMUNITY DEVELOPMENT To: Building Inspector City of Federal Way Siik4 ''' Subject: Push Pier Observation—Churchill Storage Room f . Location: 3136 SW 302"�Place Federal Way, WA " Reference: 1. "Structural Information for the Churchill Deck Underpinning"by Ellisport Engineering, Inc. dated June 15, 2017. 2. Structural Underpinning Drawings by Ellisport Engineering, Inc. dated June 19, 2017. 3. GeoResources, LLC Daily Field Reports dated 10/23-10/25/17. Attachments: As-designed underpinning plan and As-built underpinning plan. On November 6, 2017, Stephen T. Kicinski, PE, from our office visited the above site to observe the underpinning push piers' installations. During construction, we were involved in discussions with the homeowners, contractor, and geotechnical engineer, as more information was learned about the upper decks and storage room foundation system. We revised the design to underpin the storage room foundation walls on the north, south and west sides only, as the eastern edge of the deck bears on the house foundation. The house foundation has performed well, with no settlement issues or cracks, except some minor cracks induced by the settling deck attachment to the house. Attached are two sketches. The first shows the proposed underpinning design. The second - sketch shows the as-built underpin configuration. It is our opinion that the push piers have been installed adequately and meet the intent of our design. Questions about this information should be addressed to the undersigned. )/44-t. ----r(.. :{: Stephen T. Kicins , PE ,p �� T y= v ,.,1‘,4, n, T +� , 7 �c'.;<:,IFvICTFRY� �*�� 4r ,SSIO ONLs 211;()1 ,�N aye A,1\ NAL 1a,Iiim Al 1<a -0 1r cG'ltutit ;'tib! ff;; ;i11 ,. ‘1����el li�� ,i It i� ineet inti.i onz / l l-27- 17 -s Ellisport Engineering, Inc. ,„h., „,,,,„-„ • -MIN 2"O PINPII DRIVEN TO REFUS GEOTECH OBSER\ HOUSE i 1 / DOWNSPOUT /—COL FROM ABOVE /'/ i I -DECK ABOVE GUTTER ABOVE JTTER ABOVE __ -1 FOOTING 1 J - COL FROM ABOVE • 'II • • 'SECTION to • • • I / 11 I 1 I i 1 4X6 POST 1 i 1 1 1 jr 1/4+x_ I Lott . , Ellisport 0....... Engineering, Inc. • _MIN 2"0 PIN Pit Nos: fly,, rt,---. I) 1,,,,a-.. .... ::::-.$e LAT't DRIVEN TO REFUS '..! --.. ...**1;,'CE-Settr-L65, r;-•(41-0 r-frrl:;1 ,','....3- ie,/^e :Ail GEOTECH OBSER\ , tl_ HOUSE , I- 1 I , / 2 /// / ,DOWNSPOUT / 0 `i 1 _ _,- COL FROM ABOVE '2 , DECK ABOVE ..'•" `''' ; K GUTTER ABOVE ETTER ABOVE , , - - ,-- 1_,- FOOTING COL FROM ABOVE I SECTION 1 iI I 1 1 , i " I 11 , i , i 1 -- ----- 4.-- 1 I 1 I . 4X6 POST_---- 1 1 I _ 11 -- , ----:-. 1.... 14„....,--, L.... S CITY OF Building Division 3332o." ..,, Fed a ra I WayFederal Eighth, Avenue 98003-6325Sout5 Way,WA Phone 253-835-2607 Fax 253-835-2609 CORRECTION NOTICE ADDRESS: 313 6 Std 3o).-Net 'PL PERMIT#: 17 - 10 3 7 L -4---_ C Jo& ' `-) - woc 1,< ska i i w,a-1--chi. apeCouteck ♦ aoS : .Q 4 5 Ca( ( -tot" 4-5 e frix. 2A. In-b 5-i-f vk wAtl - )v114 ✓4,'55;,., _i-b,Cowl-kak t.—t A- IF YOU HAVE QUESTIONS CALL A\4 "/ (253) 835-_W035 WHEN CORRECTIONS HAVE BEEN MADE, CALL (2 3) 835-3050 FOR RE-INSPECTION. SEE BACK OF CARD FOR DETAILS. NOTE: ELECTRICAL CORRECTIONS ARE REQUIRED TO BE MADE WITHIN 15 DAYS. /2,1 I I /52-r-1 DATE INSPECTOR DO NOT REMOVE THIS NOTICE Page of RECEIVED . CITY OF JUN 20 2017 PERMIT APPLICATION Federal Way CITY OF FEDERAL WAY PERMIT CENTER+33325 8th Avenue South+Federal Way,WA 98003-6325 COMMUNITY DEVELOPMENT253-835-2607+FAX 253-835-2609+permitcentei citvoffederalway.com 17C-- 1-10/21;1-1, O IUB- PERMIT NUMBER - 1 - 1 � �5 " 1,D i — — — — TAROET D SITE ADDRESS SUITE/UNIT• 3136 SW 302nd Place, Federal Way, WA 98023 PROJECT VALUATION ZONING ASSESSOR'S TAX/PARCEL I $ 25,000 RS7.2 .0 1 2 1 0 3 - 9 0 8 3 TYPE OF PERMIT R BUILDING 0 PLUMBING 0 MECHANICAL 0 DEMOLITION 0 ENGINEERING 0 FIRE PREVENTION NAME OF PROJECT Churchill Home NW Corner Foundation Underpin This project proposes underpinning the storage room and above decks on the side of the Churchill PROJECT DESCRIPTION Detailed description of work to home. We believe the previous owner supported this portion of the home on gabion waUs. The decks have be included on this permit only settled and the storage room slab has cracked. Our drawings show the proposed work. We consider this remodel work to underpin and repair existing structural elements. No new living area is proposed. raCti)-414I-0%( , NAME R POO James R.&Sylvia C. Churchill :_ 253-8 1011 ,1151(:=6';V• r IL PROPERTY OWNER RAILING ADDRESS E-MAIL 3136 SW 302nd PI jimchurchill911@gmail.com CITY STATE ZIP Federal Way WA 98023 sylvia.x.churchill@gmail.com NAME •PHONE Robbins and Co.-Randy Sheets 206-244-1023 MAILING ADDRESS E-MAIL CONTRACTOR 1818 SW 142nd St, rsheets@robbinsand co.com CITY STATE ZIP FAX Burien WA 98166 206-241-9101 WA STATE CONTRACTOR'S LICENSE• EXPIRATION DATE FEDERAL WAY BUSINESS LICENSE• ROBBICH169NQ / / NAME PRIMARY PHONE Stephen T.Kicinski,PE 206-463-5311 APPLICANT MAILING ADDRESS EMAIL 20501 81st Ave SW email@ellisportengineering.com CITY STATE ZIP FAX Vashon WA 98070 206-463-2578 NAME PRIMARY PHONE PROJECT CONTACT Stephen T.Kicinski,PE 206-463-5311 (The individual to receive and MAIINO ADDRESS E-MAIL respond to all correspondence 20501 81st Ave SW email@ellisportengineering.com concerning this application) CITY STATE ZIP FAX Iochnr, WA 98070 206-463-2578 NAME PROJECT FINANCING James R.&Sylvia C.Churchill la OWNER-FINANCED When value is$5,000 or more MAILING ADDRESS,CITY,STATE,ZIP 1' O (TCW 19.27.095) 3136 SW 302nd Place,Federal Way,WA 98023 3 11 I certify under penalty of perjury that I am the property owner or authorised agent of the property owner.I certify that to the best of my knowledge,the information submitted in support of this permit application Is true and correct.I certify that I will comply with all applicable City of federal Way regulations pertaining to the work authorised by the issuance of a permit I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. Ifurther agree to hold harmless the City of federal Way as to any claim(including costs,expenses,and attorneys'fees incurred in the investigation and defense of such claim,which may be made by any person,including the undersigned,and filed against the city, but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the information supplied to the city as a part off this application. es SIGNATURE: 4-6--iltIVACtaidA4.t Q DATE J 11- PRINT NAME: ja IVR$ C IFN U re LI I,t.. Jui L QLrcki it• I Bulletin#100-January 29,2016 Page 1 of 2 k:\Handouts\Permit Application • ! . • VALUE OF MECHANICAL WORK MECHANICAL PERMIT N/A $ o Indicate how many of each type offixture to be installed or relocated as part of this project Do not include existing fixtures to remain. AIR HANDLING UNITS FANS GAS PIPE OUTLETS OTHER(Describe) AIR CONDITIONER FIREPLACE INSERTS HOODS)commenael) BOILERS FURNACES HOT WATER TANKS pa.) COMPRESSORS GAS LOG SETS REFRIGERATION SYST DUCTING GAS PIPING WOODSTOVES PLUMBING PERMIT N/A VALUE OF PLUMBING WORK 0 Indicate how many of each type offixture to be installed or relocated as part of this project.Do not include existing fixtures to remain. BATHTUBS)or Tub/Shover Combo) IAVS(Hand S nky TOILETS WATER PIPING DISHWASHERS RAINWATER SYSTEMS URINALS OTHER(Describe) DRAINS SHOWERS VACUUM BREAKERS DRINKING FOUNTAINS SINKS)wmnen/ueduy) WATER HEATERS(electric) HOSE BIBBS SUMPS WASHING MACHINES TOTAL FIXTURES GENERAL INFORMATION CRITICAL AREAS ON PROPERTY? WATER PURVEYOR SEWER PURVEYOR VALUE OF EEISTDtO IMPROVEMENTS Yes,geotech report provided Water District Private $ 25,000 EXISTIINO/PREVIOUS USE LOT SIZE an square Feet' EXISTING FIRE SPRIEIQ.ER SYSTEM? PROPOSED EIRE SUPPRESSION SYSTEM? ❑Yes No ❑Yes Q No Residential 12,367 sq ft RESIDENTIAL - NEW OR ADDITION N/A AREA DESCRIPTION(in square feet) EXISTING PROPOSED TOTAL FOR OFFICE USE s" z ,'. h ^° � a¢ z-1 s rx a'' - -c f `�"} q� K* +^_ .,.:z s�s�nr - r "9�,d<kL _, Six • FIRST FLOOR(or Mobile Home) ."i- '.. COVERED ENTRY x ^`n7s. GARAGE 0 CARPORT 0 � I az � :71k 'rte ,...,..k'Y: rn,.4 >wn+v.4Fd`x-• ?ZtBHMO PROPOS= ti. TOTAL Area Totals M Nnerr s.,e ..:11 ;i.. «..F.....J. 1.:_ ESTIMATED SELLING PRICE$ _ #OF BEDROOMS COMMERCIAL—NEW/ADDITION N/A AREA DESCRIPTION MIMI Occupancy Group(s) Construction #of • Stories Additions)Information r ADDITION COMMERCIAL—REMODEL/TENANT IMPROVEMENTS N/A AREA DESCRIPTION MOM Occupancy Groups) Construction #of i• Stories Additional Information .' .Fss' ,vx&m TENANT AREA ONLY e� •v h' -;a. 3_,r , • - a. , ba-;;; a• s s+.+:.r'�a# Bulletin#100—January 29,2016 Page 2 of 2 k:\Handouts\Permit Application