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Permit File 2404 Washington Court
` ' O'`� Cityof Anacortes -� -- Permit#: BLD-2012-0526 904 6th Street Issue date: 12/31/2012 P.O.Box 547 Expire date: 06/29/2014 _' " j$ Anacortes, WA 98221-0547 i~ (360) 293-1901 v Nr Job Address: 2404 WASHINGTON CT Permit Type: Single Family Alteration/Repair Permit ANACORTES WA 98221-4834 Project: APN: P117673 Remarks: Build engineered rock wall per plans for bank stabilization. Regrade and gravel existing pathway as directed by parks director. Owner: LAND HOLDING CO LLC Contractor: Address: 320 COMMERCIAL AVE Address: ANACORTES WA 98221-1517 Phone: (360)588-1720 Phone: License#: General Information: Fees: Building Valuation 54316 Plan Review Fee 441.19 State Building Code Fee 4.50 Building Permit Fee 678.75 Total Calculated: 1,124.44 Deposits/Receipts: 0.00 Total Due: 1,124.44 co w Cv �- i CC u) Cal C) a) sszt-CD # CD CD 1 o rn .- " _ L co a '- m M 0.3 Ca CJ ¢ C)Cr� o ss— ;.x COCac)C) nca � d, C`-1 F— 6 Ed- r 69.En a(/) NI-�Z CD CO Cal ^- 0 93 -i,r--1--0!-4 (0CD I x2 -I--' .. s CO GJO CD stC CL .•' CD CO ..J OD CO e-- cC °`v O _•. — C) <C -- CO 07 -- • so (o)C4 -4- J CU -D-4' -4- ss 1= -- p'-- Ca cs - ID cv 0 CD 4-- CO sal CDCal C.1 Ca -is-,Ct) C) aD � C-s C CD CC) T- Q) C3 i co - ir) s_ 1 -s-- >,t4 CC1 CU :.- F33 su F— CD 4-s cD U) -0 C) CL- t--o U) - 0 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LA GU TING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE F WN R CR AUTHORIZED AGENT ISSUED BY A Sunset Cove Ho eowners' Association P. O. Box 943 Anacortes,WA 98221 December 7, 2012 Mr. Sam Chebeir Mr. and Mrs. Ballentine Chebeir Family Trust 2402 Washington Court 988 Villa Montes Circle Anacortes, WA. 98221 Corona CA 92879 Regarding: ARC review of October io, 2012, Proposed Slope Reconfiguring&Wall Stabilization Dear Addressees: The referenced set of documents, by Edison Engineering, illustrates work being done on Lots ii and 12, Sunset Cove Estates, Sunset Cove Development. Having received requests from the owner of each property for the ARC to review the proposal this is addressed to the owner of each property individually and collectively. The work shown has been reviewed and the decision made based on the assurance that the work will proceed and be completed on both properties simultaneously. The Edison"package" included the following documents. Edison Engineering transmittal dated 1o/io/2012 Edison Engineering letter dated 4/11/2012, regarding"Proposed Slope Reconfiguring and Wall Recommendations" consisting of 3 pages. Edison Engineering letter dated 10/10/2012, regarding"Retaining Wall: Specification and Recommendations" consisting of io pages of text, drawings (all with revision date October 2012)and manufacturer's data sheets relating to woven geotextiles. The documents include considerable engineering terms and design criteria as well as technical product information data. The design decisions and appropriateness of the material selections and drainage design details are beyond the ARC's scope and expertise. We assume that the review of those elements fall under the purview of the Anacortes Building Department. The ARC has reviewed and approved the referenced documents for the extent and finish materials of the rock wall; location and extent of the topsoil and planting area between the top of the rock wall and the topsoil. We understand that the wall construction contractor will need to temporarily use the area of the existing ravine and path for stocking of materials and construction equipment operations. This approval is conditioned by the assurance from the contractor and owner of Lot 12 that the ravine and path area, upon the completion of the wall construction, will be cleaned up and restored to a condition near that of the existing location and shape. The path will be restored to its present location and finished with 4 inches of compacted gravel. Based on the above information and understanding the ARC is pleased to approve the submittal as noted and expresses it's appreciation for all the work and effort required to put together this proposal. We all look forward to the construction going forward. Thank you, Donald L. Berg, Chair Architectural Review .m ttee for Sunset Cove Development Board of Directors Copies via email: SSC BOD Sam Chebeir Barbara and Bill Ballentine Don Measamer, City of Anacortes • EDISON ENGINEERING P.O.BOX 164 BOW,WA 98232 ririn March 6, 2013 nGt" _ 1hh,i1 Sam Chebeir MAR ' 2013 988 Villa Montes Circle l Corona CA 92879 �r - j Re: Wall and Patio: Construction Management Lot 12, Sunset Coves Estates - 2404 Washington Ct. Anacortes, WA 98221 Dear Mr. Chebeir; Edison Engineering is pleased to present this report of our construction management at your wall and patio at this property. We looked in on the wall every few days and our pictures (Chebeir Wall: Edison Eng)plus those of you contractor(Mike Harris, Wood and Stone Productions, (Chebeir Wall by Harris)) indicate the story. The pictures are dated. Chances to Plan The storm drainage line from the house, which includes the rooftop, gutter drains along the garage, foundation drains and the spring up above the Chebeir's driveway wall, was found to the north of the house. That tubing had been cut off before it went to the Balentine property and connected to a 4-inch corrugated hose that went down the front of the soil (see the first two pictures on (0-predevelop by Edison Eng). The 6-inch tube was then connected to a polyvinyl chloride storm drainage line and was transmitted down through the hill just to the south of the bedrock and underneath the wall. There is only one hose with house drainage on the property. We did not place the drain underneath the wall in concrete casing; rather it was encased in an 8-inch polyvinyl chloride pipe and then sand. We believe the plastic case is more durable than the concrete pipe and if it breaks it will still have much of its strength. The other pipe a 4-inch corrugated pipe that is behind the new wall was also encased in 6-inch polyvinyl chloride pipe as it went under the wall. Both pipes were laid side by side to the exit point of the drainage for the residential area. January 14,2013 The old wall has been taken down and soils that were to be stripped are removed. The remaining soils are firm and consistent with the test pit exploration. The picture shows the remaining soils. The soils at the top of the slope by the slab are not taken out because of possible erosion. January 16,2013 Yesterday and today all the drain line have been installed. There is one picture of the surrounding pipe over the 4-inch corrugated pipe it is in the Mikes Harris (Chebeir Wall by Harris, 1-17). It is the second picture in that series (DSCO1256) and it is all the way to the other end of the corrugated pipe. It shows as a dark green pipe. Unfortunately no pictures were taken of the surrounding pipe over the 6-inch polyvinyl chloride pipe. No rain yesterday and no drain coming out the drain pipe. There is a silt fence installed at the bottom of the drain pipes. The foundation trench is compact with bedrock showing in several areas. January 18,2013 No pictures. 12 to 24 inches foundation material (2- to 4-inch clear gravel) was installed and all drain pipes covered. PHONE:(360)766-4414 PROJECT:213000 CELL:(360)202-4884 March 6,2013 Wall and Patio: Construction Management(Chebier House,2004 Washington Ct.) January 22,2013 First row of stones put to where the wall will reach five feet tall. Two layers of rock for the second and third stone up from the lower end. January 24,2013 Install first geogrid to a length of 9 feet over one foot of 2-to 4-inch rock. The wall is 3 rocks high. January 28,2013 The wall is 4 stones high at the board where the wall goes up twelve feet and 3 stones where the wall goes up 9 feet. Beyond that it is only 2 to 1 stones this side of the 7 foot line. Geogrid has been laid nice and tight. It rained last night and the 6-inch line is flowing from Mr. Chebeir's house and environs. January 30,2013 An 11 through 13 foot geogrid put in. February 1,2013 Another geogrid layer installed and it looks good. Five cap rocks are installed over the five rocks that make up the lower end of the wall. The 6 inch pipe is flowing well. February 4,2013 A problem with the cap rocks not fitting well; three were taken off and one was replaced another. February 6,2013 Another geogrid layer installed at the top of the cap rocks at the north end. February 8,2013 Five lifts are done over top of cap rocks. February 11,2013 The upper (south) end of the wall is being put in. Mike and I talked about a fence on the patio and I e- mailed Mr. Chebeir the other night about the fence. Mike said that the patio is supposed to get concrete over top of it. If that is the case the fence can be put in any time. February 13,2013 Edison Engineering made a jig for measuring the 45-degree angle of the placement of the gravel. The wall is well chinked. I cannot get pieces to fall out of the chinking except by getting the big rocks to move, which I cannot. Kids may climb on the wall so it is good that the chinking rocks are tight. The gravel patio does not move at all. Mike built a wall for the Ballentine property (Chebeir Wall: Edison Eng,Feb 14, P2160016). February 14,2013 Edison Engineering took pictures of the jig and the chinking and moved it to February 13. We rechecked the angles to make sure that we were going to get the 21 feet at the widest portion of the patio. We saw that the geogrid was snagged and torn a little by the rocks. That happened via the larger machine, which was down below the wall. It was moving the gravel and he snagged a bucket tooth on the geogrid while pulling back the bucket. To avoid any traffic on the geogrid is difficult because it involves moving the gravel twice. You put the gravel over on the other side of the area to be spread with geogrid, spread out the geogrid and then you have to re excavate the gravel and put it back over top of the geogrid layer. That could tear up the EDISON ENGINEERING 2 PROJECT:213000 March 6,2013 Wall and Patio: Construction Management(Chebier House,2004 Washington Ct.) geogrid underneath of the pile. Mike was being careful and the rubber tracks on the small machine did not wear the geogrid fabric. February 18,2013 Nine layers of geogrid on top of the wall. We talked about the top of the soil by the deck and I tested the soil to see how tough that would be. It was strong underneath the top 2 inches of soil but could still give. February 20,2013 The top of the soil was cut off adjacent to the deck and we estimate that will make the patio less springy in that area. The load of rock was the last (Chebeir Wall: Edison Eng, 2-20, P220056). We calculated the amount of geocells that would take. He has four and he thinks that he will need four more. February 26,2013 Mike installed four of the geocell sections. At the north end it is 25 feet and at the south end it is 14 feet down the slope. It has 3 to 4 stakes securing it on top of it (stakes are 2-foot by one-half inch) three down the side and three across the bottom on the longest cell (8 feet by 25 feet). The geogrid also has self-locking polyethylene cable ties at each point where the sheets touch one another. The pathway was installed from the silt fence to about 12 feet above the north end of the wall(170 feet). I received a call from Souders Law Group(Allan R. Souders,P.E., J.D.). He called or went to the City of Anacortes and asked if the City had reviewed the wall. He was told that Mike was supposed to call as he started installing the geogrid but Mike did not. Mr. Souders then said that Edison Engineering made visits to the wall and asked me if I would respond to the City of Anacortes. Later that day I went to the City and asked Mr. Measamer (Senior Plans Examiner) what he required and he indicated the pictures, dates you visited the wall and the ways that the wall differed from the plans. Mike checked the documents and there was nothing about calling when he was installing the geogrid layers and he also said that he did not receive any verbal comment about calling when he was getting ready to install the geogrid layers. February 27,2013 Most of the topsoil was installed into the geocell membrane. Some wind throw may occur but we do not think they need a cover over top of the soil. They have to put the plants on the topsoil soon. We think there should be a fence at the edge of the patio to prevent falling. We appreciate this opportunity to be of service to you regarding slope issues on your property. Should you have any questions or comments concerning this report, please contact Bob Bailey at (360) 766- 4414. Sincerely, " �� p. g-tJ�OF wit4i,®4 4¢ EDISON ENGINEERING 77-15 ',,, co ur %G, �� Robert P. Bailey, P.E. %NA�' t Geotechnical Engineer - EDISON ENGINEERING 3 PROJECT:213000 EDISON ENGINEERING P.O. BOX 164. 130W,WA 98232 December 26, 2012 CITY 0F ANACORTES PERM • Sam Chebeir 4 K17-.A 988 Villa Monies Circle Corona CA 92879 PERMIT NO. Re: Retaining Wall: Specifications anfitiongendatiops 2404 Washington Ct. Lot 12,(Sunset Coves Estates) APPROVED BY Anacortes, 1,VA 9822 I SUBJECT 10 FIELD INSPECTION. OVFRSIGHT Dear Mr.Chebeir 'OR VIOLATION OF CODF IS NOT /NCLUDED,' Edison Engineering presents these specifications and recommendations for the bank stabilization repair wall at the Chebeir (Lot 12. Sunset Cove Estates). This is for a retaining wall that will provide further stabilization of the natural rock wall and replace the existing rockery in the remainder of the Chebeir Property. The natural rock wall is fractured on the north 20 feet of the Chebeir property and about 13 feet, to the indent of the Ballantine properly. Beyond the break the wall looks stable. The report (Proposed Slope Reconfiguring and Wall Recommendations, April 11, 2012)detailed the flaws in the wall and the rock slope. The existing rock wall is about 58 feet long, the height is about 2 feet to 8.75 feet tall, and the natural rock is about 20 feet long on the Chebeir's lot and about 13 feet is on the Ballentine property (Site Plan of the Bank Stabilization). The new wall will he about 107 feet long and about 5 to 13 feet with the embedment. Test Pit Investigation On 12/20/12 we performed a test pit investigation on the backfill of the wall and on the ground upon which the wall will he placed. The contractor excavated pits to about 2 to 4 feet down,just to uncover the dense silty sand. -lest pit TP-1 was seven feet back of the rock wall at the joint of the rock wall with the bedrock. The test pit uncovered dense till at about four feet down and that was 1.16 feet below the top of the wall. 'Test pit 'TP-2 was nine feet south of TP-1 and the silty sand was very solid at 3.0 feet; a pocket penetrometer registered over four tons per square foot and we dug down below the head of the pocket penetrometer to make sure that it had no rocks there. We also did tield test for granular soils. We hammered a 1/2-inch iron bar with a 5 pound hammer. The test yielded that the soil was dense; we hammered on the bar and it went only 6.5 inches per 20 blows. We obtained a sample of the soil and measured what that sample weighs together with the moisture (14.1%) that sample weighs '137 pounds per square foot. 'Test pit TP-3 was eleven feet south of TP-2 and 9 feet from the wall. The top of the soil was a grey fill about I foot in thickness and another 1.5 feet was brown topsoil. The sample at 2.5 feet was deteriorated till and the sample at 3.5 was harder till. Test pit TP-4, was at the back of the wall just by the turn of the wall, The contractor excavated about 2 feet down and there saw a very dense till layer. We hammered at the soil just to obtain samples. It was dense silty sand with 12.7 percent moisture. PtioNE:(360)766-4414 MUIR-I':212026 Cal,:(360)202-4884 December 26.2012 Retaining Wall: Specifications and Recommendations(Chehier House.2004 Washington C1.) Test pit TP-5, was at the 9 feet south of the bedrock wall and about 4.5 feet away from the base of the rock wall. The contractor excavated about 3 feet down and he hit bedrock boulders. He will put two feet of gravel in the hole and the base rocks about I foot down. Rock Work The contractor will paint the lines at a total of one foot out from where he is going to go with the foundation. His clean-out bucket will excavate said lines to about 3 foot down. It he detects soft soil he will keep going until it is firm enough; he will put down gravel and compact on one foot lifts with his bucket. The gravel will be over five feet wide at the widest and will get smaller as the wall diminishes. The wall drainage will be at the back of the wall with a 4-inch corrugated drain with slit holes in it. The drain will go through the wall almost at the lower end. It will be encased in concrete before it goes under the wall. The contractor will connect the drain to die drainage swale on the City of Anacortes easement. The backfill will be clear fractured 2- to 4-inch gravel (quarry spalls or railroad ballast) between the wall and the older wall. between the new wall and the rock face and on the southeast corner where it will be just soil. The 2- to 4-inch gravel will he compacted either by plate compactor or by the lightly hammering with the bucket, The contractor will he using a large excavator and a mini excavator for completion of the work. The contractor will place building rock and backfill in the trail area but not up on the shelf where the gazebo is located. The building rock will be scattered because that is the method for picking out the right rocks, but the backfill will be piled. Much of the backfill will be loaded onto the Chebeir's upper lot,just west of the deck. The trail will he closed while the wall is being built, but persons could get past the construction area by walking to the west of it. The trail will be returned to its existing grades and general condition, There will he re-vegetation in the post construction phase. The wall will he constructed upon well compacted structural fill with one foot of ground cover over the base of the wall. The rock at the base of the wall will be 8 feet through 12 feet tall will be 6 to 7 tons and the rocks graded down to the top of the wall; the top rocks will be about 500 pounds to 1,000 pounds. On 4 to 8 loot walls the rocks will be 2 to 4 ions, and the top rocks will be the same 500 pounds to 1,000 pounds. The physical traits of the rocks must be that they are hard, angular, and durable and will resist physical, climatic, and chemical decomposition. Rock decomposition could lead to shifting, settlement, or loss of contact between rocks. Rocks should be roughly rectangular, tabular, or cubic in shape; rounded rocks should not be used. The rocks should consist of intact blocks without open fractures, foliation, or other planes of weakness. The face of the wall will have a maximum void ratio of 15 percent. • Drainaue The surveyor shows that the 6-inch drain line will be on the south side of the house. We have seen the drain line on both north side of the house and it is only a 4-inch corrugated drain. Before the soil was deposited below the driveway, we did see an outlet. There will, we believe, be at least one more drain lines found in the slope. It may he downsized and carries water from the downspouts. Noting drain, the glitter drain in front of the garage, the existing upper hack of the wall drain, and the area drain that is behind the existing wall over to the north side of the house. It picks up the drain line from the north and goes down the hill. This drain line must not make so many diversions. It should be 6 inches diameter and go down the hill from its beginning, unless it is underneath the deck. The drain line from the north may be routed to the line going down from the south or it may go down and under the base of the wall and to the drainage swale to the south of the bedrock wall. EDISON ENGINEERING 2 mot ECT:212026 December 26.2012 Retaining Wall: Specifications and Recommendations(Chebier House, 2004 Washington Ct,) The storm drainage lines will descend under the geogrid till they reach the bottom of the wall. They will go underneath the wall encased in concrete at a minimum 2 percent grade and go to the drainage swale to the west of the wall (Site Plan of the Bank Stabilization and Cross-sectional View of Bank Stabilization). Geoerid Installation The old retaining wall will be removed and geogrid (TenCate Miragrid 3XT, or equivalent) will be installed at one foot lifts over a length of 16 feet or the height of the wall above ground level, unless dense silty sand is found. The geogrid will only be installed as far as the dense silty sand. The wall will have about four foot of 2- to 4-inch railroad ballast or clear fractured rock behind it then it will change to 1-inch minus fractured rock to the end of the geogrid layers. The 1-inch minus, in one foot lifts shall be compacted with a vibratory plate compactor and by constantly pressing the material with the mini excavator. There must he two layers of geogrid at the turns in the soil embankment because the geogrid is uniaxial and will only provide strength on one direction. A biaxial grid provides strength in two directions. Directly after the building of the wall, the slope will be established to 45 degrees helped by the geogrid additions at 12 inches. The geogrid will be up to about one foot below the deck. Then a layer of sand will be placed From about 8 inches at the deck to about 3.2 inches at the top of the 45-degree angle and a 4 inch layer of pavers will he placed at the top of the wall, it will achieve a grade of 2 percent upwards toward the porch. At the edges of the till, it will gel a layer of geocells (EnviroGrid, EGA20 or equivalent) to protect the geogrid and provide planting spaces. The contractor will provide spacing for the J-stakes that will securing the geocells. The geocell is a three-dimensional, expandable panels made from high-density polyethylene. The expandable panels or cups will have soil placed in them and will be used for planting on the side of the hill. Stability Analyses Stability analysis was performed for the proposed configuration, without the wall, using limiting equilibrium techniques to analyze the margin of safety against global stability. Representative strength values were assumed in performing the stability analyses including: 34° for the soil friction angle and 120 pounds per square foot for the 1-inch minus, the quarry spalls and the dense silty sand. The dense silt on the ground level where the \will will be built was 33° soil friction angle. 115 pounds per square loot and no cohesion. The peak ground acceleration (PGA) for the bedrock at the site is approximately 25.74 percent for an earthquake with a 10% probability of being exceeded in 50 years, according to the USGS National Seismic Hazard Mapping Project for the latitude and longitude at the site(Lat. —48.5°, Lou. ---- 122.7°), We used 50 percent of that earthquake. We determined with the Henrys Option the factor of safety was 0.97 for the oblique angle after the soil is at the bottom of the 45 degree angle before it goes to vertical. The wall would hold that corner up. Other Vise the earthquake global stability analyses revealed a margin of safety in excess of 1.13 and a static analysis of 1.51, which is considered adequate. Even with 4 feet of geogrid missing at the lower part. The new wall at the outside of the rock ledge will prevent pieces from splitting out of the wall, It will also keep the gravel at the top of the wall from falling to the ground below. We have not changed our analysis of that. Static safety was 1.5 for sliding and 1.74 for overturning. EDISON ENGINEERING 3 PROJECT:2 12026 December 26.2012 Retaining Wall: Specifications and Recommendations(Chebier House, 2004 Washington Ct.) Construction Considerations We recommend the following for the wall: • Silt Fences should be erected downward of any and all proposed construction areas. • No soils or construction or demolition materials should be stored waterward of the silt fence. • Drainage from roof downspouts and footing drain must be connected to the drainage system on the City of Armories easement. • All piles of soil shall be covered with a fabric consisting of polyethylene in the wet season. Indemnifications and Limitations The scope of our site investigation was to observe the cliff, wall, soil, and drainage conditions. This report intends to reduce uncertainty regarding conditions at the site. Primary indications were by digging some test pits,but they may have missed certain soils. The conclusions and recommendations contained in this report are based on surface and subsurface conditions observed during our site visits, If, during site development, different conditions from those described in this report are observed or appear to be present in excavations, we must be advised promptly so that we can review these conditions and reconsider and/or modify our conclusions and recommendations where necessary. We appreciate this opportunity to be of service to you regarding slope issues on your property. Should you have any questions or comments concerning this report, please contact Bob Bailey at (360) 766- 4414. Sincerely, EDISON ENGINEERING 00 P. a ' k • L 3 - 4t. • .0 oisirs0 C.1.967 NAL s•I' Robert P. Bailey, P.C. Geotechnical Engineer Attachments: Site Plan of the Bank Stabilization Cross-Sectional View Bank Stabilization at Lot 12, Sunset Cove Cross-Sectional View Bank Stabilization on Bedrock at Lot 12, Sunset Cove The Wall from the Properties to the North Material Specifications TenCate Mirigrid 3XT FrAiviroGrid EGA20(Four inch cup) EDISON ENGINEERING 4 PROJECT:2 I 2026 ,' NEW WALL '1 FLAT BEDROCK AND SOME GRAVEL , SITE PLAN OFTHE 12 FOOT " N, To KEEP THE SOIL FROM SLIDING BANK STABILIZATION gad DOWN TO THE RAVINE. WALL! ' " I ONE OR TWO ROCKS TO KEEP DRANAGE ,tr r" SOIL IN PLACE AND OUT OF IF THE NEIGHBORS YARD r _ RE"DANING WALL LOT 1 1 NEW WALL ; + ''''qr, g TOE , I ,, ' ; 1 E. ,, _ ° 100Z SLOPE ,,' a NATURAL STORM�I :ROCK FACE Hit 6-5% SLOPE DRAINAGE i i 0 DECK AT TOP OF PLACED SLOPE WU BE AT 54 FEET IN SWAIELL BE BETWEEN 4.8 AND , WALL?RAM �. , - , .,,! , V gy 55 F'EE? ELEVATION, 'FINE�AND 4 INCHES OF PAVER NEW WALL E' `* ' ' . .�! BLOCK. THE TOP OF THE MATERIAL SHALL EQUAL A 9 /HIGH s � .. . .. -; � •. I a ,� � �� � 2% GRADE AWAY FROM THE BUILDING. " 1, , I 1 0 ` EXISTING HOUSE EXISTING WALL.f I j , 9 2.1 FED ,i00111LOT 12 P. EASEMENT BOUNDARY JSFT HIGH ' 0 ` I'TP-2 t ',, : ► I S 0E149'51-W 20.03` • TP-5 is °^I , *ALL i®� 2 S 56`45'35' E 18.89` HEEL ; 1 LOFT 3 5 04'31'21. E 54.06' NEW WAIL ' 7 FT HIGH s Ilk ' EXIST. PUBLIC ACCESS EASEMENT OVER __..__ TP-3. 1 WESTERLY PORTIONS OF LOTS I I AND 12. ryMP , REMOVE THE EXISTING WALL AND THE SOFT SANDY SILT. g i 1, THE SLOPE WILL HAVE GEOGRID AT ONF FOOT INTERVALS. 1€ THE GEOGRID SHOULD BE AT LEAST 16 FEET. OR AS TALL AS THE WALL ' r I PLACE ONE FOOT OF I—INCH MINUS FRACTURED ROCK OVERTOP "r. • I OF EACH GEOGRIDa, NEW WALL � 1 IMMEDIATLY BEHIND THE NEW WALL, THERE WILL BE FOUR FEET 5 FT HIGH ,-- � , OF QUARRY SPALLS OR CLEAR FRACTURED 2— TO 4—INCH t ROCK. OF NEW r,t , 6« PVC DR INS TO DRIVEWAY DRAINAGE t,;-' ,s SWALE • 6 INCH DRAIN � � Ada,' w, � ry # "4 A `` EXCASED IN CONCRETE +N, 0 AT 2% GRADE WALLt' . M� NEW , . �{ 3:x., f 2 11...- 4 FT HIGH o- ' ' NEW WALL ' w . x 4 FT HIGH '' '' c'7 "RC' y GRAPHIC SCALE s • a G 5 10 15 30 i. 4. FOAL IF ( IN FEET ) ` 1 inch = 15 ft. ,' , 6 The slope cont9urs hove changed. There was a load of 4 j + soil brought irtll to the southern part of the site, and + some of it may have been spread over the site. EXISTING TIMBER WAIL . i t Owner: SamChebeir Address: 2404 Washington Ct. Tax \lumber: 4771 -000-012-000 ►•, AY ,i Preparer: Edison Engineering ' Ap ' ir At- Date: January, 2012 •:' Revision: December, 2012 CROSS-SECTIONAL VIEW BANK STABILIZATION , 8 „ C) WASA., c "• ' AT LOT 12, SUNSET COVE .s G. .,7_4- ,4IA ie LOOKING NORTH .) ty e z GEOCELLS: (ENVIORGRID EGA20, OR B INCHES OF FINE SAND PLUS ,..._ 1 L., "2. i 1_, EQUIVALANT)FOR PLANTING THE 4 INCHES OF PAVER STONES It SLOPE,CELL DEPTH EQUALS 4 INCHES. HOUSE 58 v 4<, 12.1 8.5' AZ4" Glom% c0 AT 2 PERCENT GRADE DECK - 4/C5\1AL 0 BACKFILL OF 2-4 INCH , FRACTURED ROCK(CLEAR)TO TOP OF THE WALL AND FOUR FEET BEHIND THE WALL 53' _ - THIS SECTION OF THE WALL WILL BE „ FILL SOIL(SOFT SANDY SILT) 9.0 FEET TALL. ITS TOP ROCK IS 26 \ REPLACE WITH I INCH MINUS FRACTURED ROCK INCHES WIDE AND ITS BOTTOM IS 3.5 ' - \ _ ., -.-------_____ FEET IN LENGTH. IT IS THE HIGHEST 45' HOUSE DRAINS PORTION OF THE WALL WITH THE i 50 NORTH SHOU-D BE 4-INCH OLD MANUFACTURED WALL BEHIND IT. - , SOLID AND SOUTH SHOULD BE 6--INCH DF. NEW HARRIS WALL / -- THE WALL,WLL BE 4 i i _, GEOGRID: (TENCATE:MIRAGRID 1 , , THROUGH 12 FOOT TALL 1 1 ' 3XT,OR EQUIVALENT)INSTALL WITH A15°BATTER i _ 16 FOOT LENGHTS, OR THE NATIVE SOIL HEIGHT OF THE HILL. INSTALL i if i 'THIS WALL WILL BE AS CLOSE TO THE ,----------(DENSE SILTY SAND) FROM BOTrOM OF THE WALL s ic-- ; OLD WALL AS POSSIBLE WITH THE i ., _,.... ON OW FOOT LIFTS,UNLESS DRAINAGE INSTALLED. IT IS 1.0 FEET / YOU ENCOUNTER THE DENSE .. .., REMOVE EXISTING WALL SILTY.SAND. IF YOU BETWEEN THE BACK OF THE WALL AND i 41' ENCOUNTER THE DENSE SAND THE OLD WALL AT THE GROUND LEVEL. ; I i YOU MAY QUIT INSTALLING PARTS OF THE BEDROCK MAY OCCUR 1 I FILL SOIL (SOFT SANDY SILT) REPLACE WITH I INCH MINUS THE GEOGRID. BELOW GROUND LEVEL, = FRACTURED ROCK GROUND LEVEL S'•:,./-. i 38' , :-..r,.. i 6-INCH DRAINS CONTINUE TO ,<-0:- , THE THE DRAINAGE SWALE' --4„ -r---- 'Ef.liPzi „ ----- - ENCASE IN CONCRETE GOING 1.4' j01/4, .44..fstsw.v4-10; WALL DRAINAGE WILL BE ;,; •;-1: PT-- UNDER THE WALL. MAINTAIN 4.---•;-1,' ''4-'4; , 4-INCH CORRUGATED AT LEAST 2%SLOPE COMPACTED HOPE PIPE WITH SLITS. GRAVEL NO SOCK DRAINS This drawing was created 1 with the surveyors site plan, GRAPHIC SCALE Owners: Sam ChebeirAddress: 4404 Washington Ct. and with site mearurements 0 5 10 Prop. Id.: 4771-000-012-0000 with a compass and tape ...i i Preparers Edison Engineering r.i. measure. This drawing is ( IN FEET ) Date: January 2012 approximate. i. inch = 5 ft. Revision: December 2012 sofz-r UP TO B INCHES OF FINE SAND CROSS-SECT ION AL V lEV4 EDGE OF / ma Pt.US 4 INCHES OF PAVER sToses AT 2 PERCENT GRADE BANK STABILIZATION ON BEDROCK ----eo.e: AT LOT IZ, SUNSE.T COVE 0111 (LOOKING SOUTIA) -- - 4' GEOCELLS:(ENVIORGRID EGA2_0,OR E.QUIVALANT)FOR PLAI'411N Th. .Et4ues __ _ SLOPE,CELL DEPTH EQUALS 4 I 52, OBTAIN INFORMATION_FORiviESEFRCUrte TO THE GROUND FROrt SUPPLIER EXISTING IL. 49 SO ' — BACKFILL OF 2-4 INCH FRACTURED ROCK(CLEAR)TO TOP OF THE WALL FILL SOIL(SOFT SANDY SILT) 46' REPLACE WITH t NCH MINUS FRACTLRED ROCK _ _ ---------------- , 43* 3XT,OR EQUIVALENT)INSTALL \ 'THIS SECTION OF T'HE WALL t6 FOOT LENGHTS,OR THE HEIGHT OF THE BEDROCK a IS BEDROCK ; \ 1 wtu.Be a FEET TALL. ITS_ ,, TOP ROCK IS 26 INCHES%SIM_ . \ 1 AND aS BOTTOM IS 3.5 FEET IN 12 FEET. INSTALL FROM ONiliFe \ \ FOOT' A.BOVE me TOP OF BeDRaCK Via t4,IN ONE FOOT \ \ LENGTH IT IS TO PREVENFRI \ ROCKS BEING DISLODGED 00 LIFTS IN BETWEEN. IF YOU ,- THE BEDROCK THiS WALL',PALL BE AS t.'LOSE TO irie_ \ \ , ENCOUNTER THE DENSE SAND IOU MAI QUIT INSTALLING 00 VilAI_L A.S POSVBLE WITH THE \ \ i \ BEDRATvitMG1E INSTALLED. a IS LO FEET THE BACK OF THE WALL -, =, \ THE BEDROCK WALL AT THE GROUND , \ .45 14ASH/c L PARTS OF'THE BEDROCK inp. \\ \ \ (341.11111,111°..):k LEVE ' OCCUR BELOW GROUND LEVEL. Owners', Som Chebelr i'Z' t(lit "' 14-' , \ ‘ ‘ \ Address: 4404 Washington Ct. . . ,0, ,o cc BEDROCK \ \ \ \,___3.-------- -1—x----- 3 i5B c) 4y Prop. Id... 4771-000-012-0000 r0 'ik $t' * GROUND LEVEL Preparer: Edison Engineering P.6, GISTS. ts• Dote: December 2012 6SIONA- * 30' _ __-- Art.: Vr.13,.-ild..i ,, : ;...7.-r-.c`cotilAzs.'-it. WALL DRAiNAGE WILL BE -.7.'g•A-g.*,-7,,,V.,,v,,v,; 44NCH CORRUGATED This drawing wos created GRAPHIC SC ALE vicgae PtioTeswoct-n-itc osml...113.4ss. 4-1NCH DRAINS FOR THE THE RETAINING WALL.GO UNDER with the surveyors site pion, 0 ond with site mearurernents woo woo "1"" GRAVEL CONT1NtE TO METte* DRAtNAGE RAVINE MAINTAIN and tape Wit.rt o compass ( IN FEET ) AT Leas-1 z%SLOPE. Measure. This drawing is 1 inch .,-- 5 tt• opproxirnote. THE VIEW OF THE WALL FROM THE PROPERTY TO THE NORTH ONE OR TWO ROCKS TO KEEP MAINTAIN IS AT A 2% GRADE. THE SOILS IN PLACE AN OUT OF DECK THE NEIGHBORS YARD ABOUT 8 INCHES OF SOIL AND 4 HOUSE INCHES PAVER STONES OVER 33.4 DEGREES THIS IS ABOUT 10 FEET ON THE CHEBEIR LOT TOP OF THE GEOTEXT1LE OR 66% SLOPE COVERED WALL\ 45 DEGREE SLOPE THIS WALL HAS GEOGRID SOIL STRATA SYSTEMS SCC20 (OR EQUIVALENT) GEOCRic FOR SOIL ELEVATIONS ARE CLOSER PLANTING THE SLOPE.'NMI THAN THE BLOCK WALL 4624 41111:4 LOWER WALL ON THE CHEBEIR PROPERTY FLAT BEDROCK AND SOME ROCK WALL AT 12 GRAVEL TO KEEP THE SOIL FROM FEET HIGH AND 15 SUDING DOWN TO THE RAVINE DEGREES BATTER GROUND LEVEL Owner: Sam Chebeir GRAPHIC SCALE Address: 2404 Washington Ct. 0 5 10 20 Tax Number: 4771 -000-012-000 ( IN FEET ) re pa re r: Edison Engineering 1 inch = 10 ft. Date: April, 2012 Revision: December, 2012 TE CATE ry,,, ,,riNI:( AL i'q 0 T F LONG-TERM DESIGN STRENGTHS FOR MIRAGRID® XT (per NCMA "Design Manual for Segmental Retaining Walls", 2nd Edition) (per GRI Standard Practice GG4(b)) Products 2XT 3XT 5XT 7XT 8XT US SI US SI US SI US SI US SI lbs/ft kN/m lbs/ft kN/m lbs/ft kN/m lbs/ft kN/m lbs/ft kN/m , Ultimate Tensile Strength, Tull' 2000 29.2 3500 51.1 4700 1 68.6 5900 I 86.1 7400 I 108.0 Creep Reduction Factor, RFcR 114-year design life 1.58 1.58 1.58 1.58 1.58 Creep Limited Strength 114-year design life 1266 I 18.5 2215 I 32.3 2975 I 43,4 3734 I 54.5 4684 I 68.3 Installation Damage Reduction Factor, RFID Type 3 Backfill (Sand, Silt, Clay) 1.05 1,05 1.05 1.05 1.05 Type 2 Backfill (Sandy Gravel) 1.10 1.10 1.10 1.10 1.10 Type 1 Backfill (Gravel) 1.50 1.25 1.25 1.25 1.25 Durability Reduction Factor, RFD 1.10 1.10 1.10 1.10 1.10 LTDS (114-year design life) Type 3 Backfill (Sand, Silt, Clay) 1096 16.0 1918 28.0 2575 37.6 3233 47.2 4055 59.2 Type 2 Backfill (Sandy Gravel) 1046 15.3 1831 26.7 2458 35.9 3086 45.0 3871 56.5 Type 1 Backfill (Gravel) 767 11.2 1611 23.5 2163 31.6 2716 39.6 3406 49.7 ' Ultimate Tensile Strength (MARV) in Machine Direction as measured per ASTM D 6637 guidelines TENCATE 1 2 Mirafr 4111.h WEST INC., A n. I,..,, ,,„,,,,„,,,, s„,„ „,„,„.......,,...•,,,,,,,,,„,, „„4,„.„„ L ,61*.:99.ttl -:1604:00-r7444.6115:1'04.0p9,014,W8 ,048 ,11,''''''H ' -'Alb irriFAW8iije 1,4 diforip,01,461-4 The Northwest's Largest Inventory of Geosynthettes ! ;1 1! ,„ -,„1 -,„,, 1 il. ' ,,,2 , ....A........ EnviroGrid0 -7 ii. Ai frrl 4 1 It ii.4 EnviroGrid i Adjustable (EGA) Series is designed to provide more flexibility in section size than regular EnviroGrid®. Section and cell size will change as each section is product P expanded to the required dimension. Section length can be increased or decreased by adding or subtracting cells at no additional charge. 04).40,0 oso EGA Series Nomenclature 1 (XA)Nominal Panel Length in feet(20, 30, and 40) (P) If Perforated EG20 EGAXAYP—NC (number of cells long) I (Y) Cell Depth in Inches(3,4, 6, and 8) Example EGA204P-29 EGA Standard sections are manufactured from 58 strips of HDPE, resulting in a section length of 29 cells and 10 cells wide. Each strip is the appropriate width and 142 inches (3.6m) in length. Weld spacing is 14.0 in ± .12 in (355 ± 3mm), Cell density is 35 cells per meter squared. Cell walls are smooth and if perforations are required 11% ± 2% of the cell wall is removed. MATERIAL PROPERTIES TEST METHOD UNIT TEST VALUE Minimum Polymer Density ASTM D 1505 gicm3(Ib/ft 0.940(58.7) Environmental Stress Crack Resistance ASTM D 1693 hrs 3400 Carbon Black Content ASTM D 1603 %by weight 1.5%minimum Nominal Sheet Thickness ASTM D 5199 mm (mils) - 1.25(50)±5% . . PHYSICAL PROPERTIES UNIT TYPICAL VALUE,_. .. . ... .. .. . ...... .. . . . . .. .. . ... ... Nominal-Expanded Cell Size mm(in) 1 259(10.2)x 224(8.8) (width x length) . Nominal-Expanded Cell cm2(in2) 289(44.8) Area Nominal-Expanded Section m (ft) 2.56(8A)x 6,52(21.4) (width x length) Nominal-Expanded Section Area M2(ft2) 16.7 (180) (width x length) Cell Depth mm (in) 75(3,0) 100(4.0) r 150(6.0) 200(8.0) Seam Peel Strengthl N(Ibs) 1065(240) 1420(320) 2130(480) 2840(640) 15 layers of a 102mm(4.0 in) perforated material shall be tested for flexural Flex strength(simply supported beam)per ASTM D 790 modified, Minimum value ural Strength — .,..... Flexural Stiffness(El)of 40,000(lb-in2),cross-head speed 0.5, in/min, El = PL3/48fc Section Weight Kg(lbs) 19.5(43) 25 9(57) 39(86) 51.7(114) _. Sections per Pallet _ 60 50 i 30 25 — .. A 102mm (4.0in)weld joint supporting a load of 72.5 kg(160 Ibs)for 30 days Seam Hang Strength _ minimum or a 102mm(4,0in)weld joint supporting a load of 72.5 kg(160 lbs)for 7 days minimum while undergoing temperature change from 23'C(74*F)to 54°C (130*F)on a 1 hour cycle. 'Seam Peel Strength per U.S. Army Corps of Engineers Technical Report GL-86-19,Appendix A 2 Licensed from the United States Army under Patent No. 4,797,026. GEO PRODUCTS, LLC 8615 Golden Spike Lane t*o, Houston, TX 77086 Phone: (281)820-5493 4. Fax: (281)820-5499 www.deoproducts.org 10/12/04 This information is provided for reference purposes only and is not intended as a warranty or guarantee Ceo Products,L,LC assumes no liability in 1 • GEOENGINEERS Memorandum 600 Dupont Street,Bellingham,Washington 98225,Telephone:360.647.1510,Fax:360.647.5044 www.geoengineers.com To: Mike Harris of Michael S.Stone&Wood Creations, Inc. Cc: Don Measamer of City of Anacortes ,} rt„ From: J. Robert Gordon, PE Date: December 27, 2012 4:4-' Ari 0 ( File: 0382-021-00 Subject: Peer Review Comments 11 Proposed Slope Retention System fit' ,, Chebeir Residence at 2404 Washington Court i Anacortes,Washington This memorandum presents the results of our geotechnical peer review regarding the proposed slope retention system project at 2404 Washington Court in Anacortes, Washington. Our services were performed in general accordance with our confirming agreement dated December 13, 2012 and signed by Mike Harris. The purpose and scope of our services included reviewing applicant submitted information, meeting with Mike Harris and a conversation with the applicant's geotechnical engineer (Edison Engineering), and providing independent assessment of the geotechnical conclusions, recommendations and design submitted by the applicants'geotechnical engineer. We were provided with the following documentation for our review: • "Proposed Slope Reconfiguration and Wall Recommendations, Lot 12, Sunset Coves Estates, 2404 Washington Court,Anacortes,WA 98221", prepared by Edison Engineering and dated April 12, 2012. ▪ "Retaining Wall: Specifications and Recommendations, 2404 Washington Court, Lot 12 (Sunset Coves Estates),Anacortes,WA 98221",prepared by Edison Engineering and dated October 12,2012. • "Retaining Wall: Specifications and Recommendations, 2404 Washington Court, Lot 12 (Sunset Coves Estates), Anacortes, WA 98221", prepared by Edison Engineering and dated December 26,2012. For purposes of this review, we will primarily address the most recent design (December 26, 2012 letter). The following presents our conclusions based on our peer review: • Edison Engineering performed some test pits and additional site evaluation as presented in the g g December 26,2012 submittal. • The northern portion of the proposed retention system will face a bedrock slope that in Edison Engineering's opinion is competent bedrock. ® The present rockery faces some disturbed soil(likely old fill from original house construction). a A series of test pits indicated the presence of dense glacial till (silty sand) at relatively shallow depths. Disclaimer:Any electronic form,facsimile or hard copy of the original document(email,text,table,and/or figure),if provided,and any attachments are only a copy of the original document.The original document is stored by GeoEngineers,Inc.and will serve as the official document of record. Memorandum to Mike Harris December 27, 2012 Page 2 ■ The proposed slope retention system at the northern end of the site will be a rockery facing competent rock. ■ Over that,the design includes a 45 degree slope of crushed rock reinforced with geogrid, using a geocell facing. ■ We conclude that as long as the reinforced slope is constructed on top of bedrock,then there will not be a surcharge loading that would affect the rockery facing. ■ Original design south of the rock face was a new rockery in front,of the existing rockery. The new • design calls for removal of the existing rockery and all the disturbed soil, placement of crushed rock reinforced with geogrid up to 16-feet long (or to the face of the dense glacial till, whichever occurs first),and then construction of the new rockery. ■ This area has similar slope construction as the rock area. The slope above will exert some surcharge on the slope below. ■ Edison Engineering performed slope stability analyses that indicate reasonable safety factors (static and dynamic)for the proposed reinforced soil design. We did not perform independent slope stability analyses. We conclude that the report provides sufficient conclusions and recommendations for the project permitting. The proposed soil embankment is reinforced with geogrid and will be constructed of angular rock. As always, rockeries serve as facing elements for stable slopes. The rockeries themselves may not be stable during a large seismic event. However, in this case,the rockeries do not serve as retention elements for life safety of the residence or slope above and potential failure does not represent a safety consideration for the home. We have prepared this memorandum for use by Mike Harris,the Chebeir party, and it may be used by the City of Anacortes for permitting evaluation. Our services were provided solely to assist in determining permit conditions for the proposed retention system project and do not represent an independent design. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. This report may be made available to the property owner for their review. We appreciate the opportunity to provide these services. Please call if you have any questions regarding this memorandum. ''I ii- Ilibil G Y o� fut r— a 1A1, _.... SINGLE FAMILY RESIDENTIAL PERMIT APPLICATION City of Anacortes Building Department P.O. Box 547 Anacortes,WA 98221 -Street Address: 904 6th Street • Phone: (360)293-1901 Fax: (360) 293-1938 I SITE ADDRESS: 2 40 y er,1-F14 4- J Vat-T� , p J, : c7�'�-1 CONTRACTOR ❑Applicant PROJECT DESCRIPTION Name 164 .t- 5, " WOGD 30 1 11-9 6"oc,.11--- 44,,ti 04'4 Address 3 m i D A� 'rfrfr _ a7 ¢P/ � Fare- l-bvS� City/State/Zip A-C O p (gZ21 D � �� (A) OVT' FI 1,L Phone7*0 'L 2-7177FAX caottij uP (vz-Y 400D) State License#ill 4FSS�lg2 1 Exp3 Wi f P � r ° PARCEL NUMBER City of Anacortes Business License:LYes o No PROPERTY OWNER ❑Applicant LEGAL DESCRIPTION Name t 6.(-4-fp Q/2. AddressV d IA/04$L-n 1 Q^ C.,01c . City/State/Zip TY---S' Wit; 22-1" PROJECT VALUATION Phone'330 V11050 FAX im4 7 $5�;3 I Number of Dwelli.- or I E-Mail Address Number of St. es Building • - a: 0 Architect E Designer Engineer❑ Applicant '1e Floo#jo" r loor 310 0 s.f. Name 3Q6 3AiLir 'Floor . :....-ment s.f Address , O., ibt/' Garage s.f. Carport s.f. City/State/Zip 130") w�+. ,S 2 Z Dee- / co s.f. Lot Area � s.f. Pl of ne 22 - FAX i E-mail Address • .(, CONTACT � 0 Applicant LENDER A I ^1l„ . LENDER INFORMATION MUST BE PROVIDED FOR PROJECTS OVER$5,000 Name �/�! I `jY� •�L[ IN VALUATION PER RCW. 0 Kt— Address 3601 . P L Name City/State/Zip I4' e''^ :( lA 11S-2-7'' Address Phone)CO 7iOlj'Zi777 FAX City/State/Zip E-mail Address Phone No. CONTINUED ON THE BACK Residential Mechanical Fixtures Fuel Type 10 Natural Gas IN EIectric El Wood El Propane Gas ❑ 1 ther Type of Equipment Nu ber of Type of Equipment N mber of Fixt res F tures Furnace<=100K BTU 1 Clothes Dryer 7- Boilers/AC/Heat Pump I Gas Water Heater Gas Outlets Gas Fireplace ' Ventilation Fans g Fireplace Insert Stove,Appliance Other Units Range Hood esidential Plumbing Fixtures Type of Fixture Nu ber of Type of Fixture Number of F.. ures Fixtures Toilet /, Clothes Washer Z, Bathtub Electric Water Heater Shower Utility Sink j / Dishwasher Hose Bibb Hand Sink $ Water Piping Kitchen Sink w/Disposal Additional Fixtures I HEREBY ACKNOWLEDGE IF HAVE READ THIS PERMIT APPLICANT AND STATE THE INFORMATION IS CORRECT,AND AGREE TO COMPLY WITH ALL CITY ORDINANCES AND STATE LAWS REGULATING ACITIVIES COVERED BY THIS PERMIT APPLICATION WITH THIS PERMIT ALL CONTRACTORS AND SUBCONTRACTORS SHALL HAVE A CURRENT WASHINGTON STATE CONTRACTORS LICENSE AND A CITY BUSINESS LICENSE. STOP WORK ORDERS WILL BE ISSUED ON JOB SITES WHERE CONTRACTORS/SUBCONTRACTORS ARE WORKING WITHOUT PROPER LICENSE. APPLICANT'S SIGNATURE DATE 1 Last Updated Nov.9,2012 cor*.u,\ vvvoc1/44•AAA9- cp\r\ckg 6e- e.ii-terLo*5 _ ,QkA , --a 0 , i) % Sc-k. - CV° 0.11\2- City of Anacortes Public Works Engineering Department Pre-bid Meeting Project Name: "I" Avenue Reconstruction Project 2012 (12-033-TRN) Date: 08-30-12 Time: 11:30 am Location: Council Chambers - Site 20. 21. 22. 23. 24. 25. 26. 27. 28. 29. 30. Page 3 of 3 Page 1 of 1 Measamer, Don From: J. Gordon [jgordon@geoengineers.com] Sent; Tuesday, December 18, 2012 7:36 AM To: Measamer, Don Subject: Chebeirs Property and JRG schedule Hi Don. I just wanted to close the loop on the above referenced peer review. I am in direct communication at this point with Bob Bailey. I thought the name rang a distant bell (harder to find distant things in my head these days!). I met him when he worked with W.D. Purnell &Associates (Bellingham) back in mid 1990s. His design will work where constructed on top of bedrock. It wasn't going to work where the existing rockery and (disturbed) soil is located. He is going to do some additional test pits and then rework his design. I would expect that it will take a week or two to get through the process. I am on vacation starting tomorrow (going to the cabin in the Methow and do some skate skiing). However,work load encroaches, and I will be doing work via internet. So if I do get something submitted and it works, I'll send you an e- mail. I will be in the office Dec. 26 and 27,then hope to be out until Jan 2. Happy Holidays! Cheers J. Gordon, PE Principal I GeoEngineers, Inc. Telephone: 360.647.1510 Fax: 360.647.5044 Mobile: 360.319.4389 Email:jciordon@geoengineers.com 600 Dupont Street Bellingham, WA 98225 www.geoengineers.com Disclaimer: Any electronic form, facsimile or hard copy of the original document(email, text, table, and/or figure), if provided, and any attachments are only a copy of the original document. The original document is stored by GeoEngineers, Inc. and will serve as the official document of record. Confidentiality:This message is confidential and intended solely for use of the individual or entity to whom it is addressed. If you are not the person for whom this message is intended,please delete it and notify me immediately,and please do not copy or send this message to anyone else. 12/18/2012 t M 0-4-- s-Ya2)-)4.s-r) d, `Si f — ik-\r-"\\ vu - Hi J, I hope all is well. I am working on a contract for you to look at the boat ramp and this little project. The owner and contractor is hoping to get started on this one so I am wondering if you can take a look and give me some comments. Thanks, Don Measamer City of Anacortes Assistant Director, Planning & Community Development Building Official don@cityofanacortes.org Phone 360.293.1901 Fax 360.293.1938 vvt t 64, c.1+ S< 57 I-4)6W Cat o, tk (,,1 i ?I) i t u)+At-L o U'r" P-D ! PC,IQ-4.+,z D 2peP t ref A j'16 �3 --F-►w � 3?E) 7-0 s, P Ortv -tido Y2-A-LA1 -r1 0, l FALL. ,R*J6 L_ 5 e - W�L k (2,'F ►i) FRQv i a GS 44 W pt-t-C, !ff r a z z 4 7- 014 (Lode_ w 'L-L , 5 1;rt, ►kA-)v PF f'(JC w 04-rtit A-t_ . pj t4i u5�. (9 vvt i. IM,t4'1rl-'er4-c w Alex,- L4 ✓O u)t) 5 . -r-p 1+614 Dwnl co or) , t,J !t-L l-�-r4' p(249 Sc.►a-Pe.-s O!z- 5iwt ?vy LA-1L?5 Ffpvi5N g y zP r 3, • e . ;:A �. kds I;b' ~sf"r,w. `X":• ;4�s..:, ;,:, k. ,tY�s::: .qr ? ',� _,;�x. . �.. ,w. x �...i..".i' xv,m ° " . ''. y iL4 t � Fxz ' :NI, i x, i4:". 1x4 ''{ }ge.` �^: P pY , < .' ia:wa. 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X{ttiv a'sx ,'w .t,.s •. :" L ,��vK°'wi ` En.'` �I- '' - 1 ;Ffi,'24., w < _ " Rr:A tp, I,6: 's_. i.' a?„,..-:. a{� mi..z,._�_ , z "' "wsexdwayae° u174amesg awusnm "'VmtonwWvwntbs0 15 30 Feet VICINITY MAP m me�fi.mam..ntwnry n mlYePmenemmeP:eea 0 I � � ;t><�aP..arvPbkt.rtn,v.Tb.mletivep.dtlnnlna.ImaP w.me..an;e.::.m.q,.wk,amm cambm�.P alrr.,.nt m.P ,rtfida'o una butbing- Nov.�oi«f Aerial Photo July 2011 1 L AOL Mail(86) 12/5/12 10:34 AM Mr. Chebeir and the Ballentines, The proposal submitted by Mr. Chebeir identified as the Oct. 10, 2012, submittal has been reviewed and approved by the Architectural Review Committee. The formal approval letter will follow later today. We are all excited to see this project move forward. Thank you, DONALD BERG,CHAIR ARCHITECTURAL REVIEW COMMITTEE SUNSET COVE DEVELOPMENT Poke http://mail.aol.com/37242-111/aol-6/en-us/Suite.aspx Page 1 of 1 EDISON ENGINEERING BOW,WASHINGTON GEOTECHNICAL•DRAINAGE•WETLANDS PHONE:360-766-4414 FAX:360-766-4414 MOBILE:360-202-4884 TRANSMITTAL TO: Building Department FROM: Bob Bailey City Hall 904 6th St. Anacortes, WA 98221 DATE: October 10,2012 PROJECT NO.: 212026 ATTN: Don Measamer/Assistant Director of Planning RE: Wall Stabilization at Chebeir's and the Ballentine's Residence Review&Comment For Your Information Urgent X First Class Mail Hand Deliver Pick Up NOTES/COMMENTS: Mr.Measamer Here are the permit specifications and the three drawings for the Chebeir property and the Ballentine property. I also included the older report that discusses the current walls. Sincerely, Bob Robert P Bailey Edison Engineering PO Box 164 Bow WA 98232-0164 Phone: (360) 766-4414 Cell: (360)202-4884 Fax: (360)766-4414 Email: edisoneng@cs.com EDISON ENGINEERING P.O.BOX 164 BOW WA 98232 , . EDISON ENGINEERING P.O.BOX 164 BOW,WA 98232 April 11,2012 Sam Chebeir 988 Villa Montes Circle Corona CA 92879 Re: Proposed Slope Reconfiguring and Wall Recommendations Lot 12, Sunset Coves Estates 2404 Washington Ct. Anacortes, WA 98221 Dear Mr. Chebeir; Edison Engineering is pleased to present this compilation of the slopes and walls at the water side of your property. There is a rock wall that is 58 feet long, the height is 2 feet through 8.75 feet tall and there is an exfoliating rock slope from 8.75 to 12 feet high. BACKGROUND INFORMATION Northwestern Washington has been occupied by continental glaciers at least four times during the Pleistocene Epoch (1.6 million to 10,000 years ago). The bedrock was deeply eroded by both water and glacier scouring during these glacial and accompanying interglacial periods. The Geologic Map of the Bellingham 1:100,000 Quadrangle, Washington (Thomas J. Lapen, 2000) indicates the subject property is situated on ultramafic rocks of the Fidalgo Ophiolite of the Jurassic Era (Jut). This rock consists of serpentinite and harzburgite with lesser dunite and olivine chromatic layers. Cross-cutting veins of pyroxenite occur through the ultramafic body. These rocks are derived from the ocean bedrock crust. Hot fluids moving through the rock has caused minerals to be replaced by serpentine minerals. Since formation of the bedrock at the site, bedrock was faulted into place through a series of tectonic events ending approximately 65 million years ago. Subsequent uplift and folding has added minor discrete slippage faces within the unit. The Coastal Zone Atlas of Washington (CZA) also indicates the site is underlain by bedrock consisting of gabbro and pyroxenite. Gabbro is the intrusive equivalent of basalt. It occurs with lesser pyroxenite in close association, but not contact, with serpentine. The gabbro appears to be indistinctly layered and is typically medium-to coarse-grained. It is cut by numerous dikes, sills, and pegmatites (coarse-grained igneous rock intrusions). The CZA indicates the gabbro is good to excellent with respect to slope stability, especially when compared with sedimentary rock and metamorphosed sedimentary rock. The Soil Survey of Skagit County,Washington(USDA Soil Conservation Service, 1989)maps Clallam gravelly loam on 8-to 15-percent slopes(Soil Type 30)over the entire property. The Clallam soil is described as a moderately deep and moderately well drained soil that is found on hills and which formed in very compact glacial till. Permeability of the soil is moderate above the dense glacial till and very slow through the till. Runoff medium and the hazard of water erosion are moderate. Rooting depth is limited by a seasonal water table which is located between 18 and 36 inches from the surface between January and April. PHONE:(360)766-4414 PROJECT:212008 CELL:(360)202-4884 April 11,2012 Proposed Slope Reconfiguring and Wall Recommendations(Chebier House,2004 Washington Ct.) FIELD OBSERVATIONS We studied the bedrock, rock wall, and the slope, that you had wished to place, a 38 degree slope consisting of two to four inch gravel. The purpose of that rebuilding of the slope would be to provide more room behind your house and to prevent undermining of your home. The deck is being undermined by the steep soil, which is at too much of a grade for the angle of repose of the soil. Soil that is more coarsely grained has a higher friction angle and can stand more vertically and it is less erodible. The 58.4 foot existing rock wall is not well constructed. It is in part open to the silty sand backfill material. If that silty sand (SM, Unified Soil Classification System (USCS)) was once compacted, it is not so now because it is exposed to the front of the wall. It appears there is no drainage behind the wall, and the backfill material cannot promote drainage because it is too fin grained. Proper drainage behind the wall lowers the soil pressure on the wall. The wall is not embedded and that means it is possible for the bottom to kick out or slide out from the pressure of the soil it contains. The wall is not earthquake resistant; we put a drawing of the wall and the soil parameters to a geological program and the wall would collapse if the quake was 0.3g. The bedrock slope, which was cut out for the railroad grade, is on the northwest 20 feet of the property. Observations about the rock wall are consistent with the geologic map. The rock observed onsite consists of layered harzburgite igneous sills with a few cross cutting pyroxenite dikes. Serpentine veins and replacement minerals are observable. Some zones of slickensides are present from deformation, but the metamorphic fabric in the rocks at the site is not well developed. The bedrock at the site is fairly massive. Joint sets in the rock are variable. The joints on the exposed cut face are oriented in a manner that movement along joints will be parallel to the rock face. A cleft in the rock face to the north of the property boundary was filled with soil, fractured rock, and roots, but now it has fallen and is at the base of the cleft. There is a willow tree at the north side of the top of the cleft. Rock to the south of the cleft is more fractured than the rock to the north of it. No serpentine or other highly erodible or soluble rock was encountered. There is a tree stump at the top of the rock just to the south of the cleft and the property line. The rock is so fractured that even if there is no earthquake some rocks might fall out of that 12 foot cliff, and if there was an earthquake the front of the wall could be devastated. If somebody were walking in front of the wall they would be in peril because the trail is only 7.4 feet in front of the wall and with the ground sloping at 22 percent the rocks may travel down the path. Conclusions and Recommendations Due to the potential safety concerns, it is out opinion that the rock wall and the rock face should be retained with an engineered wall. The poorly designed wall and fragmented bedrock surface leaves nothing but to manufacture a new wall adjacent to the stone wall and the bedrock surface. The rock wall cannot be rebuilt because it is already there and to knock it down would mean there would be soil all over the walking path, and the rock is too rounded and there is not enough of it. The bedrock wall cannot be faced because it would mean facing the whole wall. It would have gunite all over the bedrock surface, and there would be no indication that it would hold. EDISON ENGINEERING 2 PROJECT:212008 a 4 April 11,2012 Proposed Slope Reconfiguring and Wall Recommendations(Chebier House,2004 Washington Ct.) The new base of the wall will be about 4 feet outside the bedrock surface on the lower end and 2 feet outside the wall on the upper(south) side. The wall will be about 2 feet high on the upper side and about 12 feet tall on the lower end, outside the bedrock wall. The wall will go into the bedrock surface at the property line. Atop the wall, a slope will depart at 38 degrees (2- to 4-inch gravel), go up to the deck level where the slope level will be reduced to about 2 percent slope to the deck. The backfill for the new wall will be two to four inch crushed gravel and the drainage pipe will be placed at the bottom of the base of the wall. The wall will be embedded about two feet below final grade. It is up to the contractor to make sure that that soil will hold the wall. Additional drainage will be placed inside the slope in a tightline pipe to drain connecting the eaves troughs, gutter drain at the garage, the back of the upper block wall and the drain that is behind the upper wall. All water will drain to the shallow depression that goes to the west of the path. We appreciate this opportunity to be of service to you regarding slope issues on your property. Should you have any questions or comments concerning this report, please contact Bob Bailey at (360) 766- 4414. Sincerely, %Oki p. EDISON ENGINEERING Qa OF WA3494 L. ' 4. ' V ' l4. t i Z Robert P. Bailey, P.E. °A" e0131E ti9 f Geotechnical Engineer ‘Y4VIONAL �G EDISON ENGINEERING 3 PROJECT:212008 EDISON ENGINEERING P.O.BOX 164 BOW,WA 98232 October 10,2012 Sam Chebeir 988 Villa Montes Circle Corona CA 92879 Re: Retaining Wall: Specifications and Recommendations 2404 Washington Ct. Lot 12, (Sunset Coves Estates) Anacortes, WA 98221 Dear Mr. Chebeir; Edison Engineering presents these specifications and recommendations for the bank stabilization repair wall at the Chebeir (Lot 12, Sunset Cove Estates). This is for a retaining wall that will provide further stabilization of the existing stone wall and the rock face that just past the property line of the Chebeir property. That report (Proposed Slope Reconfiguring and Wall Recommendations, April 11, 2012) detailed the flaws in the wall and the rock slope. The new wall will protect the existing wall and the rock slope. The existing rock wall is about 58 feet long, the height is about 2 feet to 8.75 feet tall, and the natural rock is about 20 feet long on the Chebeir's lot and about 13 feet is on the Ballentine's property(Site Plan of the Bank Stabilization). The new wall will be about 107 feet long and about 5 to 13 feet with the embedment. SPECIFICATIONS AND RECOMMENDATIONS The contractor will paint the lines at a total of one foot out from where he is going to go with the foundation. His clean-out bucket will excavate said lines to about 2 foot down. It he detects soft soil he will keep going until it is firm enough; he will put down some gravel and compact it. The drainage will be at the back of the wall with a 4-inch corrugated drain slit holes in it. The drain will go through the wall almost at the lower end. He will connect the drain to the drainage swale on the City of Anacortes easement. The surveyor shows that the 6-inch drain line will be on the south side of the house, but we have seen the drain line on both north side of the house and it is only 4 inches. Before the soil was deposited on the south side,we did see an outlet. There will,we believe, be two more drain lines in the new slope, which will carry water from the downspouts, footing drain, the gutter drain in front of the garage, the existing upper back of the wall drain, and the area drain that is behind the existing wall. They will drain to the south end of the wall (the lowest portion) and they will be placed just under the gravel layer. They will drain to the ravine on the west side of the wall. The contractor should place two 4-inch solid drainpipes through the end of the wall to the ravine(Site Plan of the Bank Stabilization). The contractor will be using a large excavator and a mini excavator for completion of the work. The contractor will place building rock and backfill in the trail area but not up on the shelf where the gazebo is located. The building rock will be scattered because that is the method for picking out the right rocks, but the backfill will be piled. Much of the backfill will be loaded onto the Chebeir's upper lot,just west of the deck. The trail will be closed while the wall is being built, but persons could get past the construction area by walking to the west of it. The trail will be returned to its existing grades and general condition. There will be re-vegetation in the post construction phase. PHONE:(360)766-4414 PROJECT:212026 CELL:(360)202-4884 October 10,2012 Retaining Wall: Specifications and Recommendations(Chebier House,2004 Washington Ct.) There will be no geotextile material over native soil. This is partially due to the gravel that is going to be installed; gravel will fit much better if there is no geotextile covering over the rocks. If the geotextile were placed over the rocks there would be a gap. The silty sand would migrate toward the geotextile layer through the gap. If the silty sand was at the geotextile barrier it would work, but if the silty sand has to move across the barrier toward the geotextile layer the silt would go first and it would bind the pores and then the geotextile will transmit insufficient water and will plug up the holes. The drainage tile will drain the silt, if any material that gets to the drain. The 2-to 4-inch rock that will be placed on top of the native soil should compress the mass and not allow movement of the silty sand. The rock at the base of the wall that will be 8 feet through 12 feet tall will be 6 to 7 tons and the rocks graded down to the top of the wall; the top rocks will be about 500 pounds to 1,000 pounds. On 4 to 8 foot walls the rocks will be 2 to 4 tons,and the top rocks will be the same 500 pounds to 1,000 pounds. The backfill will be 2- to 4-inch gravel between the wall and the older wall, between the new wall and the rock face and on the southeast corner where it will be just soil. The 2- to 4-inch gravel will be compacted. Directly after the building of the wall, the slope will be established to 45 degrees helped by the geogrid additions up to about 16.8 inches below the deck at the edge. It will achieve a grade of 2 percent upwards toward the porch. Next a layer of geotextile (Layfield LP200 or equivalent)will be laid on the gravel to limit soil movement downward through the gravel. A twelve inch layer of topsoil will be placed on the area. At the edges of the fill, it will get a geocell layer (Strata Systems SCC20 or equivalent) to help protect the slope and to hold plants. The geocell is a three-dimensional, expandable panels made from high-density polyethylene. The expandable panels or cups will get a soil placed in them and will be used for planting on the side of the hill. The new wall at the outside of the rock ledge will prevent pieces from splitting out of the wall. It will also keep the gravel at the top of the wall from falling to the ground below. It will be safer. The new wall is earthquake resistant; we put 0.3g (three tenths the gravitational force) on the wall and it had 1.3 factor of safety. Static safety was 1.5 for sliding and 1.74 for overturning. We recommend the following for the wall: • Silt fences should be erected downward of any and all proposed construction areas. • No soils or construction or demolition materials should be stored waterward of the silt fence. • Drainage from roof downspouts and footing drain must be connected to the drainage system on the City of Anacortes easement. • All piles of soil shall be covered with a fabric consisting of polyethylene in the wet season. EDISON ENGINEERING 2 PROJECT:212026 . October 10,2012 Retaining Wall: Specifications and Recommendations(Chebier House,2004 Washington Ct.) INDEMNIFICATION AND LIMITATIONS The scope of our site investigation was to observe the cliff,wall, soil, and drainage conditions. This report intends to reduce uncertainty regarding conditions at the site. Primary indications were by digging some test pits,but they may have missed certain soils. The conclusions and recommendations contained in this report are based on surface and subsurface conditions observed during our site visits. If, during site development, different conditions from those described in this report are observed or appear to be present in excavations, we must be advised promptly so that we can review these conditions and reconsider and/or modify our conclusions and recommendations where necessary. We appreciate this opportunity to be of service to you regarding slope issues on your property. Should you have any questions or comments concerning this report, please contact Bob Bailey at (360) 766- 4414. Sincerely, EDISON ENGINEERING % ?e.,0 WAs"411 t os vZ � �58 ANek4 Robert P. Bailey,P.E. sr r�'l•NALElk' Geotechnical Engineer Attachments: Site Plan of the Bank Stabilization Cross-Sectional View Bank Stabilization at Lot 12, Sunset Cove The Wall from the Properties to the North Material Specifications Huesker(Geotextile 20/13-20) Layfield(Geotextile LP200) Strata Systems,Inc, (Geocells Strata Web- SSC20—four inch cup) EDISON ENGINEERING 3 PROJECT:212026 oA����N BQ��Z� SUNSel A� L • Now � A���tCF.H��'� $c�� DESK 12�3= NAT\ so"- \1 SQC20, \Z\MCHS OEOfE U\ A� � A s• (EM T\H�' fHE /- LP�� :::cSea... r\v`S .FOR +�\NCNES aR Ear\v p ici gKER xOtl9-A� �4?,�fl gE 50, -�►..�NS'(ALL 6 S�TWE�'CNE 6�pQ1� 2- to 53 FED Q 8 THE**ALAI.QK,E y il t►T ^(\VE WO el' 4� :'A SN\S SEC BALL• \S SS B TZ��sT / � � � � �r a Ix qA FEEjN\QE t�D \� \S 1NEWiTN'ME iLl •,4,, ,Hisif.., R Ne'agi \T \s 010 6E CL� WE sect \AS \ �s\•O�EE� (N\S�Q WA Os-OA-Leo. vc i W• ebe�r Gt, \NAO'E BACK� CR0�0 Wp),,L �jh ton SNE THE W"-L BE BESWEEN WALL Al S SHE�D LEVEL E ABED S: 5am� WaSh'"n9 �(�� "CHE� E Pt� pW G � QRA\N�Q gLCtS, ner �a �12' BED BEL L -�. ..:ot H p\pE W\�Ws �`ddres\d. 47�1 O�n9\neer\n9 MAv �R� Q LEVE _.�• .w. �o s�K * P reparer. E. n°ary o 2 �°M��v a ,�Ap�,C EGA �o Rttel.s. \Qn: ��taberG � 0 Greeted n t 114 � it was site Pia ' ong This drawing surveyors rurernents 1 with the site ss and t°Pe ono wat camPes draw. is Igo re Zhis measure. r\eoS\ n°te. a9P • . THE WALL FROM THE PROPERTIES TO THE NORTH ONE OR TWO ROCKS TO KEEP THE SOILS IN PLACE AN OUT OF DECK THE NEIGHBORS YARD HOUSE PLACE ONE FOOT SOIL OVER TOP OF THE GEOTEXTILE COVERED 33.4 DEGREES THIS IS ABOUT 10 FEET WALL WHICH IS AT A 2% GRADE OR 66% SLOPE ON THE CHEBEIR LOT \ 45 DEGREE or 100% SLOPE FASIIN6 5 BLOCK LOCH WALLSTRATA SYSTEMS SCC20 (OR SOIL EQUIVALENT) GEOCELLS FOR _ _ PLANTING THE SLOPE. SOIL ELEVATIONS ARE CLOSER THAN THE BLOCK WALL LOWER WALL ON THE CHEBEIR PROPERTY FLAT BEDROCK AND SOME 2 ROCK WALL AT 12 GRAVEL TO KEEP THE SOIL FROM FEET HIGH AND 15 SUDING DOWN TO THE RAVINE DEGREES BATTER GROUND est P. 8, v.. T ' .-lb C, f WASif `4.; 1 q- ,i- s• 411Mik 61,,‘ Alr 17 0, 0 •IL 416 4' 3 58 .0 e Owner: Sam Chebeir ,0 eehrsits + ois, i ds . At. GRAPHIC SCALE Address: 2404 Washington Ct. 0 5 10 20 Tax Number: 4771 -000-012-000 ( IN FEET ) Preparer: Edison Engineering 1 inch = 10 ft. Date: April, 2012 Revision: October, 2012 Noe,s ils «1 +a �� i u���� ��++���;;a '� yr 'a a+k h'h��Y 7C`1 r "F .f ' �FP909 +i : � mk"'f�'"i^4,001, rt) 4,1 , ravel i,' teh' 11111110;goirlitalat4;41i Nl,��r�lli w tN"�'iluL "�rbJ i � � Guy�rr�m*tR`�i ~•o �p`1a �l� '� Y r u�ii"�hr °' ." r 1 of 4a dl R f+r uhy s} ,� f"5P'g4 an ur r s'�^r r r..i.,�, 1dry uX o ggg���}+g� R'^,r si�yid Cox tid r� lu � �`�i r4}��4}�'�Y- a a�w � '.t d' i k i��,9�� ��' ��1 �h �` rk Vtl1� a r �'� h �r'd 5 0 - ��.r g� ik'v eY�3g� r a ry I 3 �.WESTING 4i �u +h<r� 4Th me s �i IEd � u f � a77iq rwxnr>r m g����� 4� �m "71 �`d r jzt'4ra�l+7�" rsx I or'�3 war �" ,f ''��c. ca, f� � l �`r 4 1 . 4°i�' X' 4 .'>F',"1rQ �®" U*" ''Cr-�v'd Ea.+'��tys '.S , �' a ��a� �"���r d�� v �i1 4� � s �f rt l wpt. spy �}�- } �Er r .� 1 The Northwest's Largest Inventory of Geosynthetics ky a,,. FORNIT° 20 GEOGRID FORNIT 20 IS COMPRISED OF POLYPROPYLENE YARNS, CRAFTED INTO A STABLE, INTERLOCKING PATTERN AND THEN COATED FOR PROTECTION FROM INSTALLATION DAMAGE. THEY ARE EASY TO INSTALL AND RESISTANT TO FREEZE- THAW CONDITIONS, SOIL CHEMICALS AND ULTRA-VIOLET EXPOSURE. FORNIT 20 GEOGRID HAS BEEN DEVELOPED TO STABILIZE POOR SOILS BY PROVIDING TENSILE REINFORCEMENT AND SOIL SEPARATION. THEY CONFINE AND STRENGTHEN ROAD BASE AGGREGATE THEREBY REDUCING THE REQUIRED BASE THICKNESS. FORNIT GEOGRIDS ARE PRODUCED AT HUESKER'S MANUFACTURING FACILITY THAT HAS ACHIEVED ISO 9001 CERTIFICATION FOR ITS SYSTEMATIC APPROACH TO QUALITY IN DEVELOPMENT, MANUFACTURE, INSPECTION, SALES AND APPLICATION SUPPORT OF GEOSYNTHETICS. PHYSICAL PROPERTIES OF FORNIT 20 GEOGRID TEST PROPERTY METHOD ENGLISH units' SI units' Mass/Unit Area ASTM D-5261 4.5 oz/yd2 150 g/m2 Aperture Size Measured 0.6 x 0.6 inch 15 x 15 mm Wide Width Tensile Strength Machine Direction (MD) ASTM D-6637 900 lb/ft 13 kN/m Cross Machine Direction (CMD) ASTM D-6637 1,400 lb/ft 20 kN/m Elongation at Break ASTM D-6637 6 % 6% Tensile Strength @ 2% Machine Direction (MD) ASTM D-6637 345 lb/ft 5 kN/m Cross Machine Direction (CMD) ASTM D-6637 480 lb/ft 7 kN/m Tensile Strength @ 5% Machine Direction (MD) ASTM D-6637 620 lb/ft 9 kN/m Cross Machine Direction (CMD) ASTM D-6637 960 lb/ft 14 kN/m Tensile Modulus @ 2% Machine Direction (MD) ASTM D-6637 17,150 lb/ft 250 kN/m Cross Machine Direction (CMD) ASTM D-6637 24,000 lb/ft 350 kN/m Tensile Modulus @ 5% Machine Direction (MD) ASTM D-6637 12,400 lb/ft 180 kN/m Cross Machine Direction (CMD) ASTM D-6637 19,200 lb/ft 280 kN/m 'MARV-Minimum average roll values are based on a 95%confidence level. Standard Roll Size: 17.06 ft (5.2 m)wide x 328.1 ft(100 m) long = 622 yd2(520 m2) Weight: 208 lb/roll-94 kg/roll Each roll of Fornit geogrid delivered to the project site is labeled by HUESKERe with a roll label that indicates manufacturer's name, product identification,lot number,roll number and roll dimensions.All rolls of Fornit are encased in a sturdy polyethylene wrap to shield the product from rain,dirt,dust and ultraviolet light. Contact HUESKER for information on our material warranty. HUESKER P.O. BOX 411529, CHARLOTTE, NC 2824 1-1 529•(704) 588-5500 • (800) 942-9418 • FAX(704)588-5988 FN20st02 ` , --._^ - , Geotextitac- LAMELD Woven Polypropylene slit-film geutexblew are used for yubgrade stabilization and other applications requiring strength. Material Properties - US Values 25oct. 2011 Woven Geotext'}es - US Va|uesi ASTM 0P 200 LP 250 LP 315 Grab Tensile ([bs) ` D4632 200 250 315 ` Elongation (96) D4632 15 15 15 Trapezoid Tear | , D4533 75 QO 120 [8RPuuctune Strength (|bs ' D6241 . 780 908 1000 AOS (sieve size) 1)4751 40 40 40 � Hynn|Ujv�y (s�� ) D4491 0.05 0.05 0.0s ` Weight (uZ/ydx) (Typical) D5261 4.0 S.O 6.3 _ VV Resistance (SOOhrs _ D4355 ` 78 70 70 15x360 15x368 15x300 Roll Size (Mt) (Typica) ` 17.5x 309 17.5x 309 17.5x 258 Roll 3Q5 215 220 Weight (|bs) (Typical) ' ' Note' -The physical proper-ties presented in the table above are Minimum Average Roll Values or otherwise indicated. Material Properties_ Metric Values 25oct 2011 Woven GeUtext'|eS - Metric \/ ' aiUesi ` . ASTM| LP200 _ LIP 250 . UP 315 Grab Tensile (N) . D4632 889 2110 1400 ` Elongation (9 ) D4632 15 is 15 Trapezoid Tear (N) _ ` D4533 333 40O ` 533 C8R Puncture Strength (N) D62.41 �3120 4005 4450 AO3 (Microns) O4751 425 _ 425 . 425 ` Permittivity (sec-1) D4491 0.05 0.05 8,05 � Weight ( /nn�) (rypicm|) D5261 135 170 214 UV Resistance(5DOhry) _ D4355 70 7O _ 70 � Roll4.8x 110 4,6x 110 4.6x91 �b� (no) (Typical) 5.3x94 5.3x94 5.3x79 Roll Weight (kg) ) 92 97.5 100 Note' -The physical properties provided in the table above are Minimum Average Roll Values nrotherwise � indicated. � Disclaimer � Please Note � � ,you have any further questions please call your Layfield representative. Layfield product information for your consideration. The comments offered are for discussion purposes only. While this information is based on Layflelld's experience, this information may not be relied upon for any specific application as the nature of applications and site conditions are beyond Layfleld's control.It is the user's responsibility to statisfy themselves as to the suitability of this information and to determine the suitability of this information for their specific application. Layfield shall not be liable for any loss or damages whatsoever that may occur from the use of this information, No warranty against patent infringement is offered vrimplied, ` [3Vfi~�� � � � LI>0��FU�Q00 ��8T�U�| ��m~ ' -`�-� -3678 i ` � c a STRATA Gfobnl GeoSolurmrts StrataWeb"' Material Specification `Properties .-. - _ Test-Method _ - =U nit- - Test.Value Minimum Polymer Density ASTM D 1505 glcm3(1b1ft3) 0.940(58.7) ',; sria.Matl:`5 -. ESCR ASTM D 5397 hrs >400 Carbon Black Content ASTM D 1603 %by weight 1.5%minimum _ - - Nominal Sheet Thickness before texturing ASTM 0 5199 mm(mils) 1.27(50)±5% Nominal Sheet Thickness after texturing ASTM D 5199 mm(mils) 1.52(60)t 5% -`-- Material Virgin,non-thermally degraded high-density-polyethylene Polyethlene strip shall be textured with a multitude of rhomboidal(diamond shape)indentations. The rhomboidal indentations shall have a surface density of - 22 to 31 per crn2(140 to 200 per in2). Cell Dimensions y --Section Dimeharons at recommended openings t 3% at recommenced openings t3' ';' Type _ Nominai Expanded Nominaty. Expanded .,,Nominat Expanded N9mina1-Expanded ` Cell Area `Cell Size Cell Depth Section Area 2 min(In) m-(ftj>-,_ m2(ftz) _ Celt! � cm2 fin-) - min(in)-` _ _... .. . _ -.- -- T - Section _ 289 259 X 224 2.56 x 6.52 16,, Nominal ' StrataWeb 20 (44.8) (10.2 x 8.8) (8.4 x 21.4) (180) DrmefSIOn5 : 460 320 X 287 75, 100.150,200 2.56 x 8.35 21.4 StrataWeb 30 (71.3) (12.6 x 11.3) (3,4,6,8) (8.4 x 27.4) (230) 1206 508 X 475 2,56 x 13.72 35.14 StrataWeb 40 (187) (20 x 18.7} i (8.4 x 45) (378) -n. weight- Cefl Depth Seam_Peel Strength, Section Weight Sect(ons per Pallet N(Ibs)- Kg((bs) , per'Pallet °:Kg.(Ibss)-_ StrataWeb 75 mm(3Jin) 1065(240) 19.5(43) 60 1170(2580) "i''* 20,30,40 e j Depth,_ 100 mm(4 in) 1420(320) 25.9(57) 50 1295(2850) ,:Pr peif1_es 150 min(6 in} 2130(480) 39(86) 30 1170(2580) - =_ 200 mm(8 in) 2840(640) 51,7(114) 25 1293(2850) A 102mm(4.oin)weld joint supporting a load of 72.5 kg(160 lbs)for 30 days minimum or a 102mm(4.0in)weld joint supporting a load of 72.5 kg(160 lbs) - Seam Hang Strength for 7 days minimum while undergoing temperature change from 23°C(74°F)to 54°C(130°F)on a 1 hour cycle. 'Seam Peel Strength per U.S.Army Corps of Engineers Technical Report GL-86-19,Appendix A 2 Licensed from the United States Army under Patent No.4,797,026. StrataWeb is available in solid or perforated wall. Section length can be increased or decreased by adding or subtracting cells at no additional charge. Strata Systems.Inc provides ths information ony as en accomodanon to our customers.No warranty or other representation regarding the suitability of the application procedure is made due to the fact that each installation has specific requirements that may not have been considered in the generalized procedure.Strata Systems.Inc.makes no warranties or representations regarding the suitability of its geoceil for speak uses or applications Our liability is limited to furnishing,without charge,a replacement for any geocetl section that is proven defective under normal use and service. 380 Dahlonega Road,Suite 200,Cumming,GA 30040 USA (800)680.7750 • (770)888-6688 www.geogrid.com I r , , _ _ i•> , Str taV+leb0" • ' . 11040 Cellular Confinement System ST11 /\iT1\ *silo•. Globe!GeoSoluiions The Shape Of Strength Success Has A Pattern One of the strangest structural - shapes is the three dimensional � '�"W '' �` honeycomb configuration. This *` '*'- -- 4' is Glee but in not anf}� in = -' nature but in a multitude of - „ manmade objects, including gtl� - A 4 -1t -. 2 ce; L z N , - , <$- z1-ry` - � ', .` = " composite structural elements ,._ -...,,,,, -ti. used in aircraft and spacecraft. - , ,. -- E• - Now, the honeycomb shape r . '.' provides three-dimensional soil t m reinforcement that solves the ° � - most difficult civil engineering � ' ,, , ;1 fit t C problems associated with load t , - support over soft soils, erosion 4 _-� ` vk d ` on steep slopes, and the lining of lagoons, drainage channels '- , . *� + and landfills. 4 wk q iY .r .rt , , . STRATA ' r , 1 1 --- 71/(1\ 4 SITE PLAN OF THE \ q • NEW WALL f FLAT BEDROCK AND SOME GRAVEL rcl) • .- ...........12 FOOT I ii./..011.. "TO KEEP THE SOILETIANFRI ON MG SLIDING 1 00, w 10 z DOWN TO THE RAVINE. ,..s BANK STABILIZATION ,.• . I Dalt lifitt641): iiii-i.'. ,,EL,20,_Niip,w0:0:Rom:__:Ksoin=0:0EEF: AT L_EAs_7 . 4:00PFVC Z."'-' \ 1 I f"ill r.i ,it , rf 0, _ _THE NEIGHBORS YARD A.: 4.0 1, \ 1 1 -1/4- 14, I NEW WALL -0 ., TOE 1111 I i,I A f r r 100X SLOPE i STORM i NATURAL r I / (1) ExIST. /ROCK FACE f DRAINAGE I 111111111H NJ , I / f / DECK AT SSMH EXISTING DRIVEWAY FLOW I ,,Irr a- ii r rr u 55 FEET \ WALL/DRAIN MI il \ i (' NEW WALL.: In I r" (I il TOP OF PLACED SLOPE WILL BE AT 53.75 ELEVATION AND BACK UP TO THE EXISTING DECK AT TWO 9 FT HIGH lip ry ) 4, PERCENT. (LAYFILED GEOTEXTILE OR EQUIVALENT WILL EXISTING WALL: / )r r iiT: I 1 r '11410. : i i ' BE PLACED ON IT, BE LAID ON THE ROCK SLOPE AND THEN SOIL WILL I li 8.75 FT HIGH I 1 i r 1111111v"- _21 FEET ...0011 II ''''' ' WALL lin \ I EXISTING HOUSE .... NEW WALL ••••04 ) 1 LOT 12 i DECK ...-- Ill / 7 FT HIGH, ' Ill ,r r ,11 pro."WALL r / , ' TOP 1 i li iEASEMENT BOUNDARY 1 S 004951" W 20,03' 2 S 58'45'35" E 18.89' 3 S 04'31'21" E 54.06' EXIST. PUBLIC ACCESS EASEMENT OVER WESTERLY PORTIONS OF LOTS 11 AND 12, rD.O:TTIONRG:t:RAIN 1 _____ 1 V I 52 i I il,CEL FAR Os;n-ANNED 4F-"o or eNGs°DLR AID!Nsr° 1 TOPBACK r NEW WALL I i 1 / 5 FT HIGH -ci ,._., '30 I 0 11 I .41/ EXIST. / PVC DRAINS S„oe,,, , r DRAINS TO RAVINE. IfOgFVCANSD°1-FlOOD BACKTSIDNGFOR OF THE SEGMENTED /WaALL Extsr ssir DRIVEWAY AND " DRAM FOR SSMH `----* 1 --H--- - F , 4 i !" FOOTING Co' EXIST. -,,, v• . . 4 FT HIGH 4" rr 4°' OPEN DRAIN BEHIND SSMH 1 r, / NEW WALL 1 . r . (e) 1 (o I ill 84, / ' 43" ity111111.0 °Z. 'A e c2 l 6 a,, GRAPHIC SCALE • 0 5 1 0 15 30 ••;=i 3 8 1.1Y Iml TIE910 °A`A,G181te ittl , Cr' ( IN FEET ) ' EXISTING TIMBER WALL 1‘1/49/0t4ALS* inch = 15 ft Owner: Sam Chebeir WV Address: 2404 Washington Ct. Tax Number: 4771 -000—. 012—* 000 DR AY lik. I • Preparen Edison Engineering • The slope contours have changed. There was a load of , o * r4-av-- soil brought in to the southern part of the site, and Date: January 2012 1 • P, •0 some of it may have been spread over the site, I / P AP . Revision: October 2012 t .• 0. P ,40 og • EDISON ENGINEERING P.O.BOX 164 BOW,WA 98232 October 10,2012 Sam Chebeir 988 Villa Montes Circle Corona CA 92879 Re: Retaining Wall: Specifications and Recommendations 2404 Washington Ct. Lot 12,(Sunset Coves Estates) Anacortes, WA 98221 Dear Mr. Chebeir; Edison Engineering presents these specifications and recommendations for the bank stabilization repair wall at the Chebeir (Lot 12, Sunset Cove Estates). This is for a retaining wall that will provide further stabilization of the existing stone wall and the rock face that just past the property line of the Chebeir property. That report (Proposed Slope Reconfiguring and Wall Recommendations, April 11, 2012) detailed the flaws in the wall and the rock slope. The new wall will protect the existing wall and the rock slope. The existing rock wall is about 58 feet long, the height is about 2 feet to 8.75 feet tall, and the natural rock is about 20 feet long on the Chebeir's lot and about 13 feet is on the Ballentine's property(Site Plan of the Bank Stabilization). The new wall will be about 107 feet long and about 5 to 13 feet with the embedment. SPECIFICATIONS AND RECOMMENDATIONS The contractor will paint the lines at a total of one foot out from where he is going to go with the foundation. His clean-out bucket will excavate said lines to about 2 foot down. It he detects soft soil he will keep going until it is firm enough; he will put down some gravel and compact it. The drainage will be at the back of the wall with a 4-inch corrugated drain slit holes in it. The drain will go through the wall almost at the lower end. He will connect the drain to the drainage swale on the City of Anacortes easement. The surveyor shows that the 6-inch drain line will be on the south side of the house, but we have seen the drain line on both north side of the house and it is only 4 inches. Before the soil was deposited on the south side, we did see an outlet. There will,we believe, be two more drain lines in the new slope, which will carry water from the downspouts, footing drain, the gutter drain in front of the garage, the existing upper back of the wall drain, and the area drain that is behind the existing wall. They will drain to the south end of the wall (the lowest portion) and they will be placed just under the gravel layer. They will drain to the ravine on the west side of the wall. The contractor should place two 4-inch solid drainpipes through the end of the wall to the ravine(Site Plan of the Bank Stabilization). The contractor will be using a large excavator and a mini excavator for completion of the work. The contractor will place building rock and backfill in the trail area but not up on the shelf where the gazebo is located. The building rock will be scattered because that is the method for picking out the right rocks, but the backfill will be piled. Much of the backfill will be loaded onto the Chebeir's upper lot,just west of the deck. The trail will be closed while the wall is being built, but persons could get past the construction area by walking to the west of it. The trail will be returned to its existing grades and general condition. There will be re-vegetation in the post construction phase. PHONE:(360)766-4414 PROJECT:212026 CELL:(360)202-4884 October 10,2012 Retaining Wall: Specifications and Recommendations(Chebier House,2004 Washington Ct.) There will be no geotextile material over native soil. This is partially due to the gravel that is going to be installed; gravel will fit much better if there is no geotextile covering over the rocks. If the geotextile were placed over the rocks there would be a gap. The silty sand would migrate toward the geotextile layer through the gap. If the silty sand was at the geotextile barrier it would work, but if the silty sand has to move across the barrier toward the geotextile layer the silt would go first and it would bind the pores and then the geotextile will transmit insufficient water and will plug up the holes. The drainage tile will drain the silt, if any material that gets to the drain. The 2-to 4-inch rock that will be placed on top of the native soil should compress the mass and not allow movement of the silty sand. The rock at the base of the wall that will be 8 feet through 12 feet tall will be 6 to 7 tons and the rocks graded down to the top of the wall; the top rocks will be about 500 pounds to 1,000 pounds. On 4 to 8 foot walls the rocks will be 2 to 4 tons,and the top rocks will be the same 500 pounds to 1,000 pounds. The backfill will be 2- to 4-inch gravel between the wall and the older wall, between the new wall and the rock face and on the southeast corner where it will be just soil. The 2- to 4-inch gravel will be compacted. Directly after the building of the wall, the slope will be established to 45 degrees helped by the geogrid additions up to about 16.8 inches below the deck at the edge. It will achieve a grade of 2 percent upwards toward the porch. Next a layer of geotextile (Layfield LP200 or equivalent)will be laid on the gravel to limit soil movement downward through the gravel. A twelve inch layer of topsoil will be placed on the area. At the edges of the fill, it will get a geocell layer (Strata Systems SCC20 or equivalent) to help protect the slope and to hold plants. The geocell is a three-dimensional, expandable panels made from high-density polyethylene. The expandable panels or cups will get a soil placed in them and will be used for planting on the side of the hill. The new wall at the outside of the rock ledge will prevent pieces from splitting out of the wall. It will also keep the gravel at the top of the wall from falling to the ground below. It will be safer. The new wall is earthquake resistant; we put 0.3g (three tenths the gravitational force) on the wall and it had 1.3 factor of safety. Static safety was 1.5 for sliding and 1.74 for overturning. We recommend the following for the wall: • Silt fences should be erected downward of any and all proposed construction areas. • No soils or construction or demolition materials should be stored waterward of the silt fence. • Drainage from roof downspouts and footing drain must be connected to the drainage system on the City of Anacortes easement. • All piles of soil shall be covered with a fabric consisting of polyethylene in the wet season. EDISON ENGINEERING 2 PROJECT:212026 October 10,2012 Retaining Wall: Specifications and Recommendations(Chebier House,2004 Washington Ct.) INDEMNIFICATION AND LIMITATIONS The scope of our site investigation was to observe the cliff,wall, soil, and drainage conditions. This report intends to reduce uncertainty regarding conditions at the site. Primary indications were by digging some test pits,but they may have missed certain soils. The conclusions and recommendations contained in this report are based on surface and subsurface conditions observed during our site visits. If, during site development, different conditions from those described in this report are observed or appear to be present in excavations, we must be advised promptly so that we can review these conditions and reconsider and/or modify our conclusions and recommendations where necessary. We appreciate this opportunity to be of service to you regarding slope issues on your property. Should you have any questions or comments concerning this report, please contact Bob Bailey at (360) 766- 4414. Sincerely, EDISON ENGINEERINGviy P. a,4111 S) 6 , 4 ;t.s ft- . Robert P. Bailey,P.E. 0/0NA . Geotechnical Engineer Attachments: Site Plan of the Bank Stabilization Cross-Sectional View Bank Stabilization at Lot 12, Sunset Cove The Wall from the Properties to the North Material Specifications Huesker(Geotextile 20/13-20) Layfield(Geotextile LP200) Strata Systems,Inc, (Geocells Strata Web-SSC20—four inch cup) EDISON ENGINEERING 3 PROJECT:212026 4 1 O.= 1, Q 1 .7 —; ;'' NEW WALL 1 FIAT BEDROCK AND SOME GRAVEL SITE PLAN OF THE } 12 FOOT ,TO KEEP THE SOIL FROM SLIDING i m I 1 % i F' DOWN TO THE RAVINE , BANK STABILIZATION WALL/ 3----- 1 IP ONE OR TWO ROCKS TO KEEP L DRAINAGE I l - w... t."_ `D PA SOIL IN PLACE AND OUT OF . 4 o o. THE NEIGHBORS YARD - � I a, �� I ~- - R L N,NG W L ;, LOT 11 j - _j2 „I ;° ° NEW WALL , ` '+I r I Leo "' �IP'\ —_ __ �3 LEAST r, ~- .� f TOE I ! i00�$ 41X DRAIN c t 7y °' St3° / 1E SLOPE Ot t NATURAL ! a LOPE �r THE. "CD ,k�IC r DONG mil--tr,"._.._.. 4. EXIST. STORM ;ROCK FACE DRAINAGE ` A • OW I 1 0 55 FEET SSMH EXISTING DRIVEWAY ;` WALL DRAIN- " -- tI A j ' TOP OF PLACED SLOPE WILL BE AT 53.75 ELEVATION 1 NEW WALL:_. ___I I , 1 AND BACK UP TO THE EXISTING DECK AT TWO i 9 FT HIGH t , I f ! PERCENT. (LAYFILED GEOTEXTILE OR EQUIVALENT WILL II, -' I BE LAID ON THE ROCK SLOPE AND THEN SOIL WILL \ EXISTING WALL:Y `� 11 n' ...0\i 21' E BE PLACED ON IT. �' 8.75 FT HIGH 1FEET ti\ -mac{ ' WALL ? ," HEEL I I Al EXISTING HOUSE f f :£ " NEW WALL I`.`1` '' DECK LOT 12 1 7 FT HIGH 1 ' ': ? EASEMENT BOUNDARY WALL ' ` A. g 1 S 00 49'51" W 20.03' i' TOP 1 ' i 2 S 58'45'35" E 18.89' ' '. 1 I . ' 3 S 04'31'21" E 54.06' f i '. y , 1 %f EXIST. PUBLIC ACCESS EASEMENT OVER / '3, i . illb WESTERLY PORTIONS OF LOTS 11 AND 12. / ', I � NEW WALL 5 FT HIGH : \ , _ � TOP BACK + 1T +; EXIST. ,,; .._OF NEW WALL r �� ,� " '� SSMH 2-4" OR 6" ' t 4' PVC SOLID SD FOR Y r j} , t1 rvOTI;G 4P r O --'- , ..0., ROOF AND FOOTING tag ,.. PTO RAVINEDRAINS r'"' ° '_ `3R1l19S TD WINE. DRIVEWAY \ L -1-___ / ri / _ EXIST SSMH ' /f _ T� G EN <�, n/ NEW WALL 4ti \ J' ____ EXIST. c 4 FT HIGH i - 4, OPEN JP JN BEHIND SSMH ;-., jj y NEW WALL / '' n`- 7 iE SEGMENTED A "_ j 4 FT HIGH , fr j r 1 A.. / , I i `� f` / iT Sit ' P. 8q , , I „� . I I t �� ._ GRAPHIC SCALE / '} 1 lo `e - 1.2— 0 5 10 15 30 EXISTING TIMBER WALL 1 'Po A` �/� � � t IN FEET ) 6 >40 1 inch T 15 f1 Owner; Sam ChebeIr I Address: 2404 Washington Ct. Tax Number: 4771 -000-012-000 DRIVEWAY ; • `'t, The slope contours have changed. There was a load of Preparer: Edison Engineering +'"" i soil brought to the southernpart of the site, and LJg ine Date: January 2012 ,,i / 1 f/ some of it may have been spread over the site. Revision: October 2012 >r i' - No\� �,D.$' � GRAB pEC.K AT 2 Y,sRCE $5' NATiVF.S°ii. 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WAS- 0� d s RAVEN �y AT TNe LE \- AGE W1�\-AT O W�eYs'' q 4d� �O --�12��0 P GR �A\N s° Pddre$5' A7���0r��"��er1r+q THE®Eo��uo�s \'° ;,.,r, «' e� P W \ \T o i.• dI A- p12 MA EdF�" .:m PR GOO oleo �-"' No S C E , �o pr per�r 30 r 2tvi 2 ca����� �g���'�� D��,��,�ion: Co tdoer 0 created an, ` 1� � ������ /' in9 Wass site COn' 1 � �iee "Chic dYas suY`eeyoearurstosntse With thth sits sand to\s and W\ oorn9as d°c\ With a Y�• �"is rcWiknq no�?os Xirnatg. ap'PY° AVC c3\ 0,9ZP.1-1. -S 10, IVC 149.1\A \ 014.o 10 OFt 10 \IOCKS t 4.0\BORS'IPSO °tVA pv,ct 014.c001 SOL 04t.Ckv"tli.)... 1k 05E, 1\k\S\S POT AO fc.5 1 14 Gt01101..E.cp_114, 55.4 ZE.G4.E,S tyi.1\*,aceot a f;,\ A 2.7. \ C1' 6 45 Of..O9g.co \ 6 ----- - am 10110211.&-*%••,%. 100%S\..04 SION sIsitOs S0C2.0 (plk SOL -1. °41:i --------------- --S011.011/4101S 0..C\..0St.g ...i.44 10 Vs.laLoc\c loll allii \..01101°03-OA VE• '.11111P C4ilffit PROPtiil'i elliala 0.1 BEDROCK PIO S0141E. —all t200‹.400- NI 12._ ft.0 OW P140 A G05.10 K.V.i>1\4.SOW.07,0U SOO 0010#'014 0\1\14 Di.04E.S 0,11f.ik OitOk.110 /1.elek• .„..e(-CL • Ak 1111 ------.... ti 1" ao 1- (---- tS-i'N F.‘' - IrriiP Ai Le 0 Eolosc4c, pe., ,c, 0\1\1 \ec. Scro C\leb6r GIR,XPIIIC SCA'L, , 20 I\C\d‘ress 11 % 2-404 \l`losb\c\qkon Ck-,. 0 ?cep 5 10 I0)( .„ 4 A—000—.012—* 00u ( Ill fan ) or ' v_cy\sof\ F-r‘g\neefvog 9,,e,\I\ ocv, Ock.doef, 2012 -----------*------- kt0- Frf f I a • to a l T a o e w�c S a�u� WESTING. wAsi lN ��et d�• �� •; ta e� `; The Northwest's Largest Inventory of Geosynthetics - ' UtAH'SaH FORNIT® 20 GEOGRID FORNIT 20 IS COMPRISED OF POLYPROPYLENE YARNS, CRAFTED INTO A STABLE, INTERLOCKING PATTERN AND THEN COATED FOR PROTECTION FROM INSTALLATION DAMAGE. THEY ARE EASY TO INSTALL AND RESISTANT TO FREEZE- THAW CONDITIONS, SOIL CHEMICALS AND ULTRA-VIOLET EXPOSURE. FORNIT 20 GEOGRID HAS BEEN DEVELOPED TO STABILIZE POOR SOILS BY PROVIDING TENSILE REINFORCEMENT AND SOIL SEPARATION. THEY CONFINE AND STRENGTHEN ROAD BASE AGGREGATE THEREBY REDUCING THE REQUIRED BASE THICKNESS. FORNIT GEOGRIDS ARE PRODUCED AT HUESKER'S MANUFACTURING FACILITY THAT HAS ACHIEVED ISO 9001 CERTIFICATION FOR ITS SYSTEMATIC APPROACH TO QUALITY IN DEVELOPMENT, MANUFACTURE, INSPECTION, SALES AND APPLICATION SUPPORT OF GEOSYNTHETICS. PHYSICAL PROPERTIES OF FORNIT 20 GEOGRID TEST PROPERTY METHOD ENGLISH units' SI units' Mass/Unit Area ASTM D-5261 4.5 oz/yd2 150 g/m2 Aperture Size Measured 0.6 x 0.6 inch 15 x 15 mm Wide Width Tensile Strength Machine Direction (MD) ASTM D-6637 900 lb/ft 13 kN/m Cross Machine Direction (CMD) ASTM D-6637 1,400 lb/ft 20 kN/m Elongation at Break ASTM D-6637 6 % 6% Tensile Strength @ 2% Machine Direction (MD) ASTM D-6637 345 lb/ft 5 kNlm Cross Machine Direction (CMD) ASTM D-6637 480 lb/ft 7 kN/m Tensile Strength @ 5% Machine Direction (MD) ASTM D-6637 620 lb/ft 9 kN/m Cross Machine Direction (CMD) ASTM D-6637 960 lb/ft 14 kN/m Tensile Modulus @ 2% Machine Direction (MD) ASTM D-6637 17,150 lb/ft 250 kN/m Cross Machine Direction (CMD) ASTM D-6637 24,000 lb/ft 350 kN/m Tensile Modulus @ 5% Machine Direction (MD) ASTM D-6637 12,400 lb/ft 180 kN/m Cross Machine Direction (CMD) ASTM D-6637 19,200 lb/ft 280 kN/m MARV-Minimum average roll values are based on a 95%confidence level, Standard Roll Size: 17.06 ft(5.2 m)wide x 328.1 ft(100 m) long = 622 yd2 (520 m2) Weight: 208 lb/roll-94 kg/roll Each roll of Fornit geogrid delivered to the project site is labeled by HUESKER®with a roll label that indicates manufacturer's name, product identification,lot number,roll number and roll dimensions,All rolls of Fornit are encased in a sturdy polyethylene wrap to shield the product from rain,dirt,dust and ultraviolet light. Contact HUESKER for information on our material warranty. HUESKER P.O. BOX 411529, CHARLOTTE, NC 28241-1529•(704)588-5500 • (800) 942-9418 • FAX(704)588-5988 FN2Ost02 . , , . , ....,..,.„ . , . .. . .... it LAYFIELD $, <;, _Woven Geote,�t'le , i. yi�; "t,. . n .. awn• :...x -t: .. r.,e ,f«,rV 4 Woven Polypropylene slit-film geotextiles are used for subgrade stabilization and other applications requiring strength. Material Properties- US Values 25 Oct. 2011 Woven Geotextiles - US Values1 ASTM LP 200 LP 250 LP 315 Grab Tensile (lbs) D4632 200 250 315 Elongation (%) 04632 15 15 15 Trapezoid Tear (Ibs) D4533 75 90 120 CBR Puncture Strength (Ibs) D6241 700 900 1000 AOS (sieve size) D4751 40 40 40 Permittivity (sec-1) D4491 0.05 0.05 0.05 Weight (oz/yd2) (Typical) D5261 4.0 5.0 6.3 UV Resistance (500 hrs) D4355 70 70 70 Roll Size (ft) (Typical) 15 x 360 15 x 360 15 x 300 17.5 x 309 17.5 x 309 17.5 x 258 Roll Weight (Ibs) (Typical) 205 215 220 Notes - The physical properties presented in the table above are Minimum Average Roll Values or otherwise indicated. Material Properties - Metric Values 25 Oct 2011 Woven Geotextiles - Metric Values1 ASTM LP 200 LP 250 LP 315 Grab Tensile (N) D4632 889 1110 .1400 Elongation (%) D4632 15 15 15 Trapezoid Tear (N) D4533 333 400 533 CBR Puncture Strength (N) D6241 3120 4005 4450 AOS (Microns) D4751 425 425 425 Permittivity (sec-1) D4491 0.05 0.05 0.05 Weight (g/m2) (Typical) D5261 136 170 214 UV Resistance (500 hrs) D4355 70 70 70 Roll Size (m) (Typical) 4.6 x 110 4.6 x 110 4.6 x 91 5.3x94 5.3 x 94 5,3x79 Roll Weight(kg) (Typical) 92 97.5 100 Note' - The physical properties provided in the table above are Minimum Average Roll Values or otherwise indicated. Disclaimer Please Note If you have any further questions please call your Layfield representative. Layfield product information is provided free of charge for your consideration.The comments offered are for discussion purposes only.While this information is based on Layfield's experience, this information may not be relied upon for any specific application as the nature of applications and site conditions are beyond Layfield's control. It is the user's responsibility to statisfy themselves as to the suitability of this information and to determine the suitability of this information for their specific application. Layfield shall not be liable for any loss or damages whatsoever that may occur from the use of this information. No warranty against patent infringement is offered or implied. L2yfi_Li •,•vivvr:iayfieldgeosynthptics orii 'del(US):t-liv0.277t£5298', C..0 uct MVateri t rr. ,: : f�1Stt C.,il � i 3�S edrsiUnUn�layfii;:[tigroiip:corn ,.-761-dexadap-1877-f, -3078 Georr+etnbranes I Erosion B Sediment Control I Soil Reinforcement 1 Industrial Fabrics A Enclosures I Construction Ennis l LEED Products STRATA Global GeoSolutions StrataWebTM Material Specification Properties:, .-- 'restiiii06d ,: , :,_ -,;Unit:. ' _ .:'TestValue; Minimum Polymer Density ASTM D 1505 g/cm3(lb/ft3) 0.940(58.7) - "Materlal�_`_--; ESCR ASTM D 5397 hrs >400 Carbon Black Content ASTM D 1603 %by weight 1.5%minimum Nominal Sheet Thickness before texturing ASTM D 5199 mm(mils) 1.27(50)t 5% -.- Nominal Sheet Thickness after texturing ASTM D 5199 mm(mils) 1.52(60)±5% Material Virgin,non-thermally degraded high-density-polyethylene Polyethlene strip shall be textured with a multitude of rhomboidal(diamond shape)indentations. The rhomboidal indentations shall have a surface density of - 22 to 31 per cm2(140 to 200 per in2). _ _:.._.,_. .. - = '` ecton;Dmensioris�":::_::;__'-,:':- CeLI Dttpenslons. --_ .. ,. . -:..:.... . .. ,- o .::=;_.:--.-..-:.::-..-::•�: :. - - - - .- :at'recommettd •o . niin �s��,k3:/.:�: ;. �,- . -..- .... _.:._.afrecommended„ope - +s� Pe,.,..9,:,_�_ .,,._-. ..-- .- .,- ..-- .. . y . - . .No..nal Exa -.ed:... ,: -- N_o.m.. n _S, :-,. . ._.... ,:... _:. :- -- , "fa=Ez "d,.mtl�i�"�Nriln eE xpnded?- :" _.._._ _.-,-,. . _ .,-._...,.._-:: CellArea-:.._..,._..._.-.->: _. ..-._._..,.tom:: .Cl' fire- ,_3_;.-.,...,.::.. __ ..-:_-:=:�,;-,CeI1�De h -.-.``-- : � :_=:-Secion= ,.x,=_ ;,.�.:>��°� , - Cll! ��..:. _ :- Fin (in xj , � ' =min(in '-- _ . mm tn)=:. ... m(ft)i;; '--• _ ) _"i-(tt2) --, Section, 289 259 X 224 2.56 x 6.52 16.7 Nominahj't;',:: StrataWeb 20• (44.8) (10.2 x 8.8) (8.4 x 21.4) (180) _-:-Dimensions 460 320 X 287 75, 100,150.200 2.56 x 8.35 21.4 StrataWeb 30 (71,3) (12.6 x 11.3) (3,4,6.8) (8.4 x 27.4) (230) 1206 508 X 475 2.56 x 13,72 35.14 _-- _ StrataWeb 40 (187) (20 x 18.7) (8.4 x 45) (378) C ll: ath ;.•:,_..:__.,`,-:-::.'>`..;':_ :.<.SeamPee;_Stieng;tht_„-,: :; �;,.: _ :::S:•e-d-;t.io : -olit- • ,,%;,Sectins;:.I „9, _::. e . ,:�. N(Ibs):_ :_: Kg;I�ia)-, ySPaet` _• �- s - r ._.. _... . - _ . _ ; '� -ti+:: . FC:16 StrataWeb 75 mm(3 in) 1065(240) 19.5(43) 60 1170(2580) 20,30,40 Cell',Depth:= 1420(320) 25.9(57) 50 1295(2850) .- 100 mm(4 in) ' Propeit(es 150 mm(6 in) 2130(480) 39(86) 30 1170(2580) 200 mm(8 in) 2840(640) 51.7(114) 25 1293(2850) A 102mm(4.0in)weld joint supporting a load of 72.5 kg(160 Ibs)for 30 days minimum or a 102mm(4.0in)weld joint supporting a load of 72.5 kg(160 Ibs) Seam Hang Strength for 7 days minimum while undergoing temperature change from 23°C(74°F)to 54°C(130°F)on a 1 hour cycle. 'Seam Peel Strength per U.S.Army Corps of Engineers Technical Report GL-86-19,Appendix A 'Licensed from the United States Army under Patent No.4,797,026. StrataWeb is available in solid or perforated wall. Section length can be increased or decreased by adding or subtracting cells at no additional charge. Strata Systems,Inc provides this information ony as an accomodation to our customers_ fro warranty or other representation regarding the suitability of the application procedure is made due to the fact that each installation has specific requirements that may not have been considered in the generalized procedure.Strata Systems,Inc makes no warranties or representations regarding the suitability of its geocell for speofrc uses or applications Our liability is limited to furnishing,without charge,a replacement for any geoceli section that is proven defective under normal use and service 380 Dahlonega Road,Suite 200,Cumming,GA 30040 USA (800)680-7750 e (770)888.6688 www.geogrid.com 4$0.> ,. stra Cellular Confinement System STRATA - .... , --- Global GeoSofuffons 40.,„,.....,11° , The Shape Of Strength A P r One of the strangest structural shapes is the three dimensional ' t 6 `°' + `�c hon:yc:mb` configuration. This __ — ��. � - x6 y� �a� a is demonstrated not only in .- - � - ` +, nature but in a multitude of , '` manmade objects, including °` �� 1g �' "' 1 �;� composite structural elements ` - 4$ used in aircraft and spacecraft, „ a - a� 'f-� • 4` Now, the honeycomb shape r w , ti �` pravrdes three-drmensiana! soil � �_x .-�-� - �t`�e� 4 w reinforcement that solves the s , � 4 mast difficult civil engineering i� y J= , ✓. '' '* t,* "Ls': _ �` i•. problems associated with load � —~`" ,. � -, support over soft sorts, erosion ,:� � � � � � ������`.:. � �.: on steep slopes, and the lining �, ,.,��� •�w .� y�: -,j i. "' ,r � � ,,, i of lagoons, drainage channels �u • Via and landfills. i ¢¢ p . a � � ,' STRATA ,_,, , .,‘„ , .. , ,s.,_,%„, ,, ,,.1 c * %. ,�, s*�w� . . - t } CONSTRUCTION AGREEMENT BALLENTINE / MICHAEL S. STONE AND WOOD CREATIONS,INC. TABLE OF CONTENTS Section/Paragraph Page PARTIES 1 RECITALS 1 DEFINITIONS 1 AGREEMENT 2 1. Contract Documents 2 2. Project 2 3. Contractor's Obligations 2 4. Commencement of Work 3 5. Building Codes/Compliance 3 6. Changes 3 7. Cost 3 8. Completion 4 9. Warranty 4 10. Compliance with Laws 4 11. Disclosure Notice/Liens 4 12. Insurance 4 13. Disputes and Remedies 5 14. General Provisions 5 14.1 Cumulative Remedies and Non-Waiver. 5 14.2 Integration and Binding Effect. 5 14.3 Notice. 5 r i PARTIES This Agreement is entered into on the date set forth on the signature page below by and between: • MICHAEL S. STONE AND WOOD CREATIONS,INC., a Washington corporation(the "Contractor"); and • W LLI AM M. BALLENTINE and BARBARA J. BALLENTINE,husband and wife, as their marital community property estate(collectively,the "Owner"). RECITALS A. Contractor is licensed as a construction contractor in the State of Washington. B. Owner and THE SAM CHEBEIR FAMILY TRUST (referred to herein as "Chebeir") own contiguous lots in the Sunset Cove Estates development of Anacortes, Washington, as more particularly described on Exhibit "A" (referred to herein as Chebeir's "Lot 12") and Exhibit "B" (referred to herein as Owner's "Lot 11") respectively to this Agreement (collectively, the "Properties"). C. Owner and Chebeir have agreed to the construction of a retaining Wall spanning parts of both Lots 11 and 12 in the manner described below. D. Contractor is willing to engage in such construction, subject to all of the following terms and conditions. DEFINITIONS The following terms shall have the indicated meanings whenever used in a capitalized fashion in this Agreement: • "Change Orders"shall mean as defined in paragraph 6.1 below. • "Contract Documents"shall mean as defined in paragraph 1.1(b)below. • "Exclusions"shall mean as defmed in paragraph 1.1(b)below. • "Inclusions" shall mean as defined in paragraph 1.1(b) below. • "Project" shall mean as defined in paragraph 1.2 below and constitute the portion of the Wall located on Lot 11. • "Specifications"shall mean as defined in paragraph 1.1(a) below. • "Wall" shall mean as defmed in paragraph 1.1 below. The above list is not necessarily exclusive, and other defmed terms may be set forth in the body of this Agreement below. AGREEMENT NOW, THEREFORE, for good and valuable consideration the parties agree as follows: 1. Contract Documents. 1.1 The parties hereto do hereby agree to Contractor's construction of a single contiguous exclusively natural rock retaining Wall commencing from a point on the southwest side of Lot 12 and proceeding north approximately 107 feet to the cleft in the natural rock cliff on Lot 11 (the "Wall"). (a) The retaining Wall shall be constructed to the exact specifications set forth in the Edison Engineering Retaining Wall Plan and Specifications dated January 2012, and the revisions thereto dated October 2012 (collectively, the "Specifications"). Such construction must meet all legal requirements and Contractor shall be solely responsible for compliance therewith. (b) As used herein, the term "Contract Documents" shall include plans and those Specifications as well as any "Inclusions" and "Exclusions" set forth therein, any addenda, and any Change Orders. In the event of any inconsistency between the various Contract Documents, Change Orders shall take precedence over Specifications. 1.2 This Agreement and construction of the Wall is subject to the City of Anacortes first(i) obtaining an acceptable evaluation of the Specifications by an independent engineer and issuing all applicable permits for Lot 11, and (ii) issuing a written statement that placement of the retaining Wall is not in violation with the recorded public access easement over westerly portions of Lot 11. 2. Project. Owner hereby engages Contractor for construction of that portion of the Wall to be located on their Lot 11 (such portion to be referred to herein as the "Project") in accordance with the Contract Documents. 3. Contractor's Obligations. Contractor agrees to furnish all labor and materials necessary to construct that portion of the Project on Lot 11 in accordance with the Specifications, any Change Orders accepted and agreed to by the parties from time to time. Contractor shall: 3.1 Accomplish the Project so as to satisfy the building codes and standards of municipalities or other governmental entities with jurisdiction over the Project; 3.2 Be responsible for coordinating the Project under the Contract Documents and shall dictate all construction means, methods, techniques, sequences and procedures, except as otherwise agreed by the parties. At the completion of the Project, Contractor shall remove all waste material and rubbish from the Project site, together with tools, construction equipment, machinery and surplus materials; 3.3 Unless otherwise noted, pay for all labor, materials, equipment, tools, and construction equipment used in completion of the Project. Contractor is properly insured and bonded and therefore absolves the Owner of any responsibilities for death, injury, or workman's compensation claims pertaining to the construction of the Project and all related work on Lot 11; and 3.4 Be financially responsible for any damage caused on Lot 11 to existing property and improvements including but not limited to the natural rock bank, Allen block retaining wall and planter, and landscaping including the willow tree at the existing cleft in the rock bank. The willow tree shall be trimmed by Contractor with supervision by Owner to allow room for rock construction. 4. Commencement of Work. Contractor shall commence construction within ten (10) days following receipt of approval from the Building Department. Contractor shall proceed with the Project with reasonable diligence and shall obtain inspections and approvals from the applicable building authorities in a commercially expeditious manner and shall complete the Project as quickly as reasonably possible. 5. Building Codes / Compliance. Contractor shall complete the Project according to the Specifications as approved by the Building Department. In the event such Building Department or other governmental agency subsequently requires modifications in the Project, or revisions in the previously approved and issued Contract Documents, Contractor shall promptly advise Owner of any required changes or modifications. Owner may further contract with Contractor to modify or correct the Project as required by the building authority. Contractor is not responsible for any special inspections, analyses or reports which are not ordinarily provided for by the Building Inspector, or for compliance with any local building requirements not part of the applicable uniform building code. Contractor shall be entitled to absolutely rely upon approvals of particular components of the Project by governmental inspectors as conclusive evidence of the components' compliance with applicable building codes, regulations and laws. 6. Changes. Neither Owner or Contractor shall deviate from any aspect of the Wall or the Project portion thereof or make any changes from the Contract Documents except in the following manner: 6.1 Contractor and Owner shall mutually agree in writing (confirmations by response email shall also suffice as a "writing") to any changes in the Project (a "Change Order") and neither shall be bound to any such change unless documented by a Change Order; 6.2 Chebeir shall have no authority to make any design or project changes to any portion of the portion of the Project on Lot 11;and 6.3 Owner shall be notified within 24 hours of the time any Chebeir change notices are received for design changes or deviations in the approved Edison retaining Wall plan on Lot 12. 7. Cost. 7.1 Payment-in-full to Contractor for the construction of the entire Wall on both Properties, including without limitation all detailed improvements related thereto on both Lot 11 and Lot 12, shall be the sole and exclusive responsibility of Chebeir. Owner shall have zero • responsibility to pay for anything whatsoever involving the Wall or related project items of any kind whatsoever. Disputes over construction costs, payment, or other financial matters pertaining to construction of the Wall shall also be handled exclusively between Contractor and Chebeir without any involvement of Owner. 7.2 In exchange for Owner allowing the retaining Wall to continue north to an existing cleft in the rock bank on Lot 11, all improvements constructed shall be free and clear and become permanent property and run with the land on Lot 11. 7.3 In case of disputes, nonpayment, or termination between Contractor and Chebeir, Contractor shall nevertheless remain obligated to timely complete the Project on Lot 11 in its entirety and at zero cost to Owner. 8. Completion. The Project shall be deemed substantially completed when the building official with jurisdiction over the Project establishes that the Project has been completed in accordance with approved Contract Documents and permits, and has successfully passed "Final Inspection". 9. Warranty. Contractor shall promptly correct any work reasonably rejected by Owner as defective or as failing to conform to (i) the Contract Documents, or (ii) any written warranty provided by Contractor. Contractor shall, upon receipt of any written notice of such defect, promptly remedy any such defects and replace or repair faulty materials, workmanship or other non-conforming work, without cost to Owner. Owner shall give such notice promptly after discovery of any such defect. The warranty provided in this section is in lieu of all other warranties, including any express or implied warranties of fitness, merchantability or otherwise provided under the laws of the State of Washington or any other law applicable to the Project or this Agreement. Any claim of action arising under this Agreement, including under this warranty, must be brought within one year from the date of Owner's the date of completion. Any claim not so filed within this period is conclusively considered waived. This warranty shall be void if a person or firm other than Contractor performs or re-performs any work within the scope of this Agreement. 10. Compliance with Laws. Contractor shall give all notices and comply with all laws, ordinances, rules, regulations and lawful orders of any public authority bearing upon the performance of the work hereunder, and Contractor shall promptly notify Owner if the Contract Documents are at variance with any such laws, ordinances, rules, regulations and lawful orders. 11. Disclosure Notice/Liens. Contractor's license is registered with the State of Washington and Contractor is a duly licensed and bonded contractor. Contractor's bond may not be sufficient to cover a claim which might arise from work done under this Agreement. If any supplier of materials used in the Project or any employee of a Contractor or subcontractor is not paid by Contractor or subcontractor on or in connection with the Wall or any portion thereof, Lot 11 shall not be liened in order to force payment. If Owner wishes additional protection, it may request that Contractor provide them with original "lien release" documents from each supplier or subcontractor on the Project. Contractor is required to provide Owner with further information about lien release documents if requested by Owner. 12. Insurance. Contractor shall not allow any workmen on the site unless they are covered by Washington State industrial insurance in accordance with all requirements of the state Department of Labor & Industries, and Contractor as well as its stockholder and President Michael Harris personally by his signature below agree to defend, indemnify and hold harmless Owner from any loss or damages resulting from non-compliance with this requirement. 13. Disputes and Remedies. If any dispute arises between the parties hereto, the parties shall make a good faith effort to first resolve the dispute without resort to litigation. The parties shall meet, exchange necessary information, deal with the issues, and attempt to resolve any dispute in a businesslike manner. If a dispute cannot be resolved between the parties, either party may file suit in any court having jurisdiction. Venue for any dispute shall be in Skagit County, Washington. If suit is filed in Superior Court, the dispute shall be decided according to the Mandatory Arbitration Rules ("MAR") for the Superior Court, regardless of the amount in dispute and regardless of whether any party also seeks foreclosure of a labor or material man's lien. Each party expressly waives the maximum jurisdictional dollar amounts under the MAR. The arbitrator hearing the dispute shall have the authority to determine the amount, validity, and enforceability of any liens and shall decide all matters relating thereto. Each party hereto waives its right to file any appeal from the arbitrator's decision for trial de novo in Superior Court, and agrees to accept the arbitrator's decision as final and binding. In the event a dispute arises and either party seeks and receives legal counsel for which a fee is charged, the substantially prevailing party shall in all cases be reimbursed and awarded its reasonable attorney's and expert witness fees regardless of whether the dispute is resolved through settlement, arbitration, or other legal procedures. In determining who the substantially prevailing party is, the arbitrator shall not consider tenders, payments or offers of settlement made after suit has been filed. This disputes and remedies section supersedes all statutes and court rules dealing with the determination of prevailing party, offers of settlement pursuant to RCW 4.84.250 ET SEQ.,or offers of judgment pursuant to Civil Rule 68, and the award of attorney fees. 14. General Provisions. Failure of either party to enforce a right or remedy in one particular instance does not prevent it from enforcing the right or remedy for a future occurrence. 14.1 Cumulative Remedies and Non-Waiver. Failure of either party to enforce a right or remedy in one particular instance does not prevent it from enforcing the right or remedy for a future occurrence. 14.2 Integration and Binding Effect. This Agreement (including the Contract Documents) constitutes the entire agreement among the parties hereto and shall supersede all prior written or verbal agreements and understandings to the contrary. Captions set forth herein are for reference purposes only and do not in any way limit or impair the provisions of this Agreement. The Agreement shall be binding upon the parties hereto, their heirs, legal representatives, successors and assigns, provided that neither party may delegate or assign its responsibilities hereunder without the express written permission of the other (except for subcontracting in the normal course of construction.) 14.3 Notice. All notices, requests, demands, and other communications with respect hereto shall be in writing either delivered in person or sent by national overnight courier or by certified mail, return receipt requested, to the party's address set forth on the signature page below. Any party may change its address for purposes of this Section by giving the other parties notice thereof in that same manner. Notice shall be deemed effective the date of delivery to the recipient if in persona or by courier, or three (3) days following mailing in the prescribed manner. ,II Dated effective the 7,(11(I) day of November,2012. CONTRACTOR: 0 MICHAEL S. STON AND WOOD CREAT ON INC. B..' ' By: W 4k, _ ‘.47114) ichael Harris WILLIAM M. BALLENTINE Its: President Street Address: ,. Street Address: 3 CO `�1,- 2402 Washington Court �-r✓yk�U� ���_ 4;LZ Anacortes, WA 98221 Contractor Registration No. PiAt Het-55 cl 2 1)() Exhibit"A"to BALLENTINE CONSTRUCTION AGREEMENT CHEBEIR PROPERTY LOT 12, PLAT OF SUNSET COVE ESTA TES, according to the plat thereof, recorded November 29, 2000 under Auditor's File No. 200011290070,records of Skagit County, Washington. Assessor's Tax Property#4771-000-012-0000/P117673 • . • Exhibit "B"to BALLENTINE CONSTRUCTION AGREEMENT OWNER'S PROPERTY LOT 11, PLAT OF SUNSET COVE ESTA1'bS, according to the plat thereof, recorded November 29, 2000 under Auditor's File No. 200011290070,records of Skagit County, Washington. Assessor's Tax Property#4771-000-011-0000 CONSTRUCTION AGREEMENT CONTRACTOR: Michael S. Stone and OWNER Sam Chebeir Wood Creations, Inc. Name&Address 2404 Washington Court,Anacortes,WA 98221 Point of Contact: Mike Harris Phone#: 310-801-9080 Phone# 360-293-8477 Job Location: 2404 Washington Court,Anacortes,WA 98221 Project Title: Wall construction The signatures on this agreement for a contract between owner and the contractor. A. DESCRIPTION OF WORK: CONTRACTOR will furnish all labor, materials and equipment(except as noted in Section C) to complete the following: (Use Appendix A if needed to continue description of work and to include optional work.) Item Price Rock wall 990 sq ft app., includes extra on SW corner to keep out walkers $32400 Asphalt Barrett's driveway $5000 Drain pipe and labor $2500 390 tons approx of backfill in place &gravel path $7800 Extra rock work for Ballentines &site clean-up (included in rock wall price above) Road cloth and rock breaker $2500 Subtotal $50200 Tax $4116.40 TOTAL $54316.40 t 14, 0114'' ( OWNER'S initials&date CONTRACTOR'S initials&date4 t t Page 1 of 10 it B. SPECIFICATIONS, DRAWINGS, PLANS,AND OTHER DOCUMENTS: X CONTRACTOR will perform the work in accordance with the specifications and attached documents listed in Appendix B. These are incorporated into this proposal and agreement by reference as Edison Engineering Retaining Wall Specifications and Recommendations dated October 10, 2012 ❑ Not applicable C. OWNER OR CONTRACTOR PROVIDED ITEMS: X Specific terms applicable to this proposal are listed in Appendix C. ❑ Not applicable D. START AND DURATION OF PROJECT Contractor shall start work within 10 days following permit issuance by the City of Anacortes,which permit issuance will be considered as the"Notice to Proceed" and will complete work within 90 days after work start. See Appendix D. E. PAYMENT TERMS OWNER agrees to pay CONTRACTOR as follows: Down payment: 50% A F_. _.:._. . s v a {} L 25% of contract price at 75% completion S f Balance of contract price after punchlist completion, except$5,000 to be provided in spring for Barrett driveway surface upon completion of that work. (Use Appendix E for recording payments.) F. TERMINATION. If OWNER terminates the project or any portion of the project for any reason, CONTRACTOR shall be paid its reasonable costs for the portion of work performed to the date notice of termination is received, and for all reasonable costs incurred for termination, including demobilization and any termination or material return charges by vendors and subcontractors. t2 It 2DR- I t it v OWNER'S initials&date CONTRACTOR'S initials&date Al Page 2 of 10 G. ASSUMPTIONS INCORPORATED INTO THE CONTRACT Access. OWNER will provide the CONTRACTOR access to the job site upper level; access will also be through Barrett's property. Staging area will be on City of Anacortes right-of-way adjacent to the work. Interference. OWNER will refrain from activities that may interfere with the CONTRACTOR'S work or access to the job site or utilities needed for the work. Site Conditions. CONTRACTOR is familiar with the site and assumes all risks of unforeseen site conditions. H. CHANGES TO THIS PROPOSAL/AGREEMENT (Use Appendix H for changes.) Any changes to the scope of work, price, plans, specifications, equipment, or materials shall be agreed by both parties in writing. OWNER changes are to be submitted to the CONTRACTOR and approved at least 3 days in advance of needed change. OWNER understands that such modifications may result in substantial change to the overall project, costs, and schedule, especially if such changes must be accommodated in light of the CONTRACTOR'S other work or personal commitments. CONTRACTOR will advise OWNER of the estimated costs and overall increase to agreed price and schedule as soon as reasonable for any changes. CONTRACTOR will not be obligated to perform changes in the work or additional work until the OWNER has approved, in writing, the changes to the agreement price or agreement time. I. NOTICES All notices or communication required will be in writing. Delivery will be deemed given and received on the date of delivery if received during normal business hour in person, by fax, e- mail,process service, or other recorded communication, or on the third (3rd)business day following the day of mailing of the same. Delivery to OWNER must be to: OWNER'S NAME—ADDRESS—FAX#-EMAIL or to a person or entity the OWNER designates as representing the OWNER, as follows: Alan Souders, 913 Seventh Street, Anacortes, WA 98221 phone 360-299-3060 fax 360-293-8246 email alan.souders((lsouderslaw.com Designated Representative of Owner NAME—ADDRESS—FAX#-EMAIL Delivery to CONTRACTOR must be to: t� itHild . OWNER'S initials&date _ CONTRACTOR'S initials&date VA kW, Page 3 of 10 CONTRACTOR'S NAME—ADDRESS—FAX#-EMAIL or to a person or entity the CONTRACTOR designates as representing the CONTRACTOR: Designated Representative of Contractor NAME—ADDRESS—FAX#-EMAIL J. NOTICE OF ALLEGED DEFECTS If OWNER alleges any construction defects, OWNER shall notify the CONTRACTOR in writing within thirty days of OWNER'S discovery or knowledge of construction conditions alleged defective, and provide the CONTRACTOR with an opportunity to inspect the conditions and offer to repair or pay for corrective action. CONTRACTOR shall have ten days to inspect the conditions and offer repair or payment for corrective action. CONTRACTOR may arrange for an employee or third party to inspect the conditions and make an offer to repair or pay for corrective actions on behalf of the CONTRACTOR. OWNER is not obligated to accept the CONTRACTOR'S offers. K. STATEMENT OF ENTIRE AGREEMENT OWNER and CONTRACTOR enter into this agreement of their own choice. No other promise, representation, condition, or other inducement is associated with the agreement or has been made to persuade the other party to enter into this agreement. Any previous drafts, oral discussions or agreements between parties, or letters of intent are no longer valid unless provided for in this agreement. L. SIGNATURES ' 1 ;mod /� OWNER'S SIGNATURE /I /�� Z. Date ,s# ip( CONTRACTOR'S SIGNATURE /r`,i; ; fi �` (, �-- ) C Z -i Date rtL lll�� OWNER'S initials&date( CONTRACTOR'S initials&date y�vVY. Page 4 of 10 APPENDIX B Specifications, Drawings, Plans, and Other Documents CONTRACTOR shall perform the work in accordance with the specifications and attached documents listed below,which are incorporated into this agreement by reference. Attached: Edison Engineering Retaining Wall Specifications and Recommendations dated October 10,2012 tl ity 12_67t.'E-- it i�f OWNER'S initials&date �, CONTRACTOR'S initials&date AtCi-, Page 5of10 APPENDIX C Terms for Owner or Contractor Provided Items Specific terms applicable to this proposal are listed below: The CONTRACTOR proposes the following:(Check the applicable items and strike out those that do not apply) 1. Permits: ❑ The CONTRACTOR will obtain necessary permits and hold or post as required. The owner will reimburse the permit fees to the contractor in addition to Contract price. X The OWNER will obtain appropriate permits and carry out all necessary actions to comply with permit requirements. 2. Approvals: X The CONTRACTOR will obtain all required approvals,including approvals from Homeowners Association,and keep OWNER informed of all approvals and conditions. ❑ The OWNER will obtain all required approvals,and inform CONTRACTOR of all specific requirements in a timely manner. 3. Utilities and Services: X The OWNER will make available to the CONTRACTOR those utilities and services normally available at the job site and required by the CONTRACTOR for the performance of work. ❑ The CONTRACTOR will provide,the proposed price includes,the following utilities and services for performance of the work: 5. Other:N/A VA:1 fOri t tit" OWNER'S initials&dat l- CONTRACTOR'S initials&date V4v0` Page 6of10 APPENDIX D Detailed Schedule The following are details on the scheduling for this proposal: Exceptions to schedule for excusable delay: : ( All must be documented) _ Snow Injury or illness to contractor Mechanical breakdowns Notes: fix:j‘c-- o V\16(-1 0- (-1- : OWNER'S initials&date CONTRACTOR'S initials&dateTV\A"\'''t Page 7 of 10 APPENDIX E Payment Recording Date Due Amount Due Date Paid Amount Paid CONTRACTOR Initials Comments If OWNER'S initials&date A CONTRACTOR'S initials&date Okt Page 8of10 APPENDIX F Acknowledgement of Notice of Termination of Work or Contract Your Notice of Termination of Work or Contract was received by: / on Print Name Sign Name Date I acknowledge the effective date of the termination of the work or contract is Based on this effective date, I will be submitting a settlement agreement detailing finished, unfinished, and work not commenced for the scope of the contract; an inventory of supplies and materials remaining for Owner and those returned to suppliers; and all costs owed including remaining costs for finished or partially finished work, termination and settlement costs by subcontractors, vendors, and suppliers, demobilization costs, settlement expenses, profit for work performed, and any other costs related to termination of the work or the contract. Contractor's Signature Date I /141 z �E' �i� OWNER'S initials&dat% CONTRACTOR'S initials&datrae-1/1-- e Page 9of10 APPENDIX H Change Order Form Project Title&Location Date: From: (Contractor) Change No. To: (Owner) Original Contract Amount: I propose the following changes to the scope of work: (Describe changes to work,equipment,hours,schedules,specifications,warranties,and conditions. Include reason for change) • ..• . . ...... „..- . . . . . . ' ........ ....... .... My charge for the above changes in the scope of work is an additional sum of To be paid as follows: Proposed By: This proposal expires on Print Name,Title Signature Date: APPROVAL and NOTICE TO PROCEED I approve the proposed change order to the contract, and agree to pay the additional sum of in accordance with the payment arrangements described above. Change Order Approved by: Signature Date of Approval OWNER'S initials&date ti(41(211.-- CONTRACTOR'S initials&date 04,, /A..- Page 10 of 10 6/10/08 To: The City of Anacortes From: Steve Hardy Subject: Heat pump and generator location Dear Sirs, It was recently brought to our attention that the location of the heat pumps and generator at 2404 Washington Court are not in compliance with city ordinance. We went over alternate locations with the building department, and found that the only feasible location would be on the west side of the property due to sewer easements in the front or east side of the property. By moving the equipment to the west it would place them right in front of the master bedroom of both the Chebeir home and the neighboring property to the north. In talking to the neighbors, they made it very clear that they were adamantly apposed to locating the equipment on the view side of the homes, not only because of noise, but it would be an eyesore. If you have any questions please contact Steve Hardy at 360-540-1302. Sincerely,ly � • Steve Hardy Project manager Lcu o�(may (1J 45'r-'. C� INSTALLATION OF LISTED RESIDENTIAL MECHANICAL APPLIANCES WITH IN A REQUIRED YARD. 17.06.910 Yard. "Yard" means an unoccupied space open to the sky, on the same lot with a building or structure. The intent of this provision is to maintain a moderate protection from the spread of fire between structures, to provide access for emergency services, and to provide for air movement between buildings. The installation of residential heat pumps and generators within the required side or rear yard and at existing grade are in keeping with the intent of this provision of code provided at least one side yard provides access between the front yard and a rear yard. • ,1. s ,,• t. a(o/r t r � JJJ II R"• ,k I •k• `.t Ile. akr, •A .\ ._ s a w' t 11 A l . r+ a ,li I ti" I, f A 1 { \, ,F ► •. 4. , - i. + • illlllluI2/Z5,/55///I//ifill • t ., 't.. 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(Sl 2 Itgiff§9 G1 r Ofi, City of Anacortes Permit#: BLD-2007-0538 904 6th Street Issue date: 07/31/2007 P.O.Box 547 Expire date: 07/30/2008 l ",d*401 Anacortes, WA 98221-0547 9 G1:11110 (360)293-1901 Job Address: 2404 WASHINGTON CT Permit Type: Renew Building Permit ANACORTES WA 98221-4834 Project: APN: Remarks: Renew building permit for the second time BLD-2004-9781. This permit cannot be renewed again, a complete plan review will need to be done. Owner: SAM CHEBEIR/kaft0 .ts nr,L ,, 6S PLC_ --Contractor: Address: 988 VILLA MONTES CIR Address: CORONA CA 92879-8879 Phone: (909)898-8989 Phone: License#: General Information: Fees: Renew Building Permit Fee 841.50 Total Calculated: 841.50 Deposits/Receipts: 0.00 Total Due: 841.50 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR L CAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION.n �'Cg c 1, CC SIGNATURE OF ONTNER OR AUTHORIZED AbET ISSUED BY •CITY OF ANACORTES "AS-BUILT" Sewer r Storm bNTRACTOR: I00271izire-75-1- SLYG-UtGe3 LGL PLAT/DIVISION: BLOCK p� LOT ADDRESS: / " 1 tJ 691/WOW CCU fF DATE: PERMIT .20o 7 - Os-3g SCALE = STREET -ill al r 4 I 1111 I ( ilotisc. _ hi 614744 9-1 an. LP& tbi 0__ _ _ _ /Lb►INa) - LOCATE STREET(S)ON GRID MAP p • r •d r% )01( t I• Mil - , -Tti. it IF s , Skil-., , .%110 . 116. . . +14° , ' , is'.'.. ti' . . la 1`' I' *I t- , . 00"••••••,-. 41 i‘ 1',,„:‘,4; t s • Jul 02 04 08:66a (/- k:- 1 p, 1 I I LOT 12 SUNSET COVE ESTATES DESCRIPTION: SANITARY SEWER AND EASEMENT REALUGNMENT EXISTING MANHOLE I TOP ELEV.=94.84(PLAN) p INV. ELEV.=87.1 fif NEW MANHOLE h SCALE 1"=30' TOP ELEV.=96.9 kit 4.: INV. ELEV.=86.6 rya LOT 11 S75'15'14"W 4" �,�, p84 gy 0 153 --- ..... 12.40g. p! _ Si5? .. N83.4t.�.10 W vs.- vs NEW " cam 1.. 12 *• MANHOLE $ S23'31'42" y 6.37 EXISTING MANHOLE s. — 584'24'S2"W TOP ELEV.=89.8 ' .�19.t, 26.18 INV.S42141.43*W t'A \3 0 20.32 §i"1 584'24'52"W cf LOT 13 26.18 ))......„ 8 j'� it '39"E 74.,0 3z t 4 _ es" ' ,C)v ' / NEW MANHOLE 9 ss `� JX /�� TOP ELEV.+94.3 t 1 _ '' 2N INV. ELEV.-88.5(NE) INV. ELEV.r86.2(NW & SW) •87? 091- S 28 22'42'3n 11633 11-s 1 NEW MANHOLE TOP ELEV.=90.2 INV. ELEV.=86.1 il;ili 'bus nj6 SCHEMMER ENGINEERING INC. 317 COMMERCIAL AVENUE, SUITE 101 2,.Q( 3 .. e i Cv' z ANACORTES, WA 96221 (360) 293-9006 a^,,_.r n--CP1; � i1 m i x I C 20 &AJ P`1 -12Pro Coutz4-- ;, fit all /� query T��y I (l L. I -)LI :3 , 4Sy/74 A I I ] V • C:(7 l3o SCHEMMER ENGINEERING INC. [.,/ l January 5, 2007 \� \lIb ( �/ i\ Don Measamer 535((( City of Anacortes PO Box 547 a=_ n Anacortes, WA 98221 � U Re: Chebeir Residence Anacortes, WA Job# 03-035 Dear Don: We have reviewed the welding report for the above referenced project. Although 100% of welds were not tested,the stress levels of the members are all less than 30%. We believe the testing represents an adequate sampling of the welds and recommend approval of the moment frame without further testing. Please call with any questions or concerns. Sincerely, Sche ' t g, Bring Inc. Michael L. Schemmer,P.E. h President t ;13 rr� A �� Alt ' Ak nt0rSTEckt �SSiONALeir !EXPIRES. 04/ 16 / 07 Phone: (360)293-9006 317 Commercial Avenue—Suite 101 Fax: (360)2934051 Anacortes,WA 98221 www.schemmereng.com JAN-03-200741E0 03:58 PM P. 002/003 STRUCTURAL STEEL PROJECT: Sam Chebeir Residence JOB#: 06-0880 INSPECTION REPORT ADDRESS: 2404 Washington Ct., Bellingham, REPORT#: W1 WA CLIENT: Sam Chebeir DATE: 12-14-06- GEOTEST SERVICES, INC. 12-18-06 741 Marine Drive CONTRACTOR:Client PAGE: 1 of 1 Bellingham,WA gnome (360)733-7318 WEATHER: Rain PERMIT#: BLD ' fax (360)733.7418 2004-9781 INSPECTOR: DW Type of Inspection: Visual Field Welding Items Inspected Location Reference Comments • Drawing 4 Tube Steel Moment Frames NW Side of House The above items were conforming ❑ nonconforming ❑ W Reference Fabrication Welders 'Comments-Welders Name/Ceit No. Inspection Code _ Code Certification • AWS D1.1 ❑ AWS D. WABO ❑ D AWS 01.3 Cl AISC ❑ AWS-SMAW ❑ I AWS D1.4 ❑ AWS-FCAW 17 , N IBC O G AISC ❑ Procedures ❑ B Size • Type Torque Method Comments O ASTM A307 ❑ Turn-of-Nut ❑ L ASTM A325 0 Cal.Torque Wrench ❑ T ASTM A490 ❑ Load Indicating 0 l N AISC ❑ G IBC ❑ Comments: The tube steel moment frames were fabricated by Superior Systems. Each frame has 32 complete penetration welds. 6 welds were accessible for inspection on each frame. The welds that were accessible were visually found to conform to the drawings provided.AWS D1.1 requires 100%of welds to be ultrasonically tested. 6 welds per frame were tested. See attached UT report this date. i i Copies: Client Submitted By: Grant ichardson Technical Director •we..1.n1n,w n,w.s«uaueawvrs...rnawThie roped shall not be npro0vud excaptin Mi,wryhool the written approval of GaCT of Service°,Inc. ewM,ne etnweMMn..u. • JAN-03-2007-WED 03:59 PM P. 003/003 • Ultrasonic N? R 2842 SG E./A� Inspection Report (360)650-9751 ,/ yt 700 Marine Drive Testing &Inspection, Inc. Date: R./ IT/Gt. Bellingham.WA 98225 Hem N ftkS866st • S44 (,NEpkIR Control No. Page 1 of ! • Client. /r 1- y. Praj,or Ow() B. P.O.or A ('I(n l lr�4a IL.s 1 zs brl wMP,INinml a J,Iht'AfaA`r sF en, Job tl: �'l�I� Bpecrtcatiom Ace. PIM.B Tech.s F\WS Ip\1\ SIAS: AIaS ig1A class En.UT.a¢/a3 /4 I P I Item:r:"tut t $1-g64 4Material: Mat Sudoce lhkns: ,I Backing: Temp I Wwte nAAcs-ILPkvtk C/5 vel 1171. Condition: )Ns ia6144tl •3?S :1, 1, ter`f Examination Welds Four • Volume Surfaces. I Slde}(25ldesEB. Ap,B❑ C0 Rant Surlacea Bock Surface Other. Examined: 160% i Pre Cleaning: Method Material MOM EQUIPMENT: TRANSbUCERS: I Angle Frequency Element Sae - Single ' Dual Make Model S/N I I) Make:PMADIEY►ARLC5 I) 0' 71.1SNYIs ./S" E/ KRA GAMMA to hi Li? MooelCrd6N 41 2) 7o' R.0t7 MAR. .75"K.474.1._ ✓' _ I4RA C-*horn Ig 6611/44 i S/N 0213 t/.h O I Examination Method' Col,Blocks: Inslame&Settings: DAC -.ss;;W Y get tlb: 3�.IS' NOR.: Vert COntoc Puke Echo Delay O .RS T PE 7 Cal.Dote if LID lI Type. NG I % Display:Ay.8❑ C O Thru.Tmns.❑ Immersion CIMat to l S Scanning ManualDA AUTO b S/FN i1^ ) Scan.ab. Y,1r O 2 _. % (. S q " Other Reject 3 1c SPeed �t)i(SB C Ovadop 2 5 % y Coup/OM'Manufacturer SeAaTECs'4 Type: UN30 Bolan: D y l e a 1 Range: t 0 a Post Cleaning: N/Alte Method: Molefial: Batch, Items Acc. Rej. Loaatlon Detect Length Pepin Amplitude Comments Fans,- - 1 v- li_wE.t.tS rK *At- 1 v 3 taELta4 TSIf tuEtA _ i'1 ,66 $' 4 r tAW St 1NET O 76 " 05" 43 cAP 1 NR. 4461.4 I" ,i13" * k CAP Fnnat-3 V , I. sLk -5 FR n -M vs s L4f.LIS ASE I.S" 49" _ Kr! cud:,>Sa� �" /o'' b cAft Sketch It LEVEL 145PEci t (l o)SLl, • 1 r `` Examined by: A3 �T�VL-- Level 7 Dote:iit is./ at Attachment Yes No Approved by: Level Dole_/ /, Inspection Complete, yes .No❑ tom ULal 1 SCHEMMER ENGINEERING INC. January 5, 2007 C>o/�, P'—Coy ofA acor �U" Q C�\ p City Anacortes PO Box 547 Anacortes, WA 98221 Re: Chebeir Residence — )9 Ot4 w‘-r) '!-c m t11.-\-- Anacortes, WA Job# 03-035 Dear Don: We have reviewed the welding report for the above referenced project. Although 100%of welds were not tested,the stress levels of the members are all less than 30%. We believe the testing represents an adequate sampling of the welds and recommend approval of the moment frame without further testing. Please call with any questions or concerns. Sincerely, Sche g r ering Inc. Michael L. Schemmer, P.E. ,0I1 6'4 President ' <p rf AI �� / U1 t \ 7481 4.� R �FGtSTERE fiSStONALek- 'EXPIRES. 04 t 16 1 317 Commercial Avenue—Suite 101 Phone: (360)293-9006 III 293-4051 Anacortes,WA 98221 Fax: mme(360) eng.co www.schemmereng.com NOV-11-2006 11:05A FROM:RAMPART ENGINEERING 360-657-0360 TO:13602934645 P.1/10 RAMPART ENGINEERING SHANNON D. RAMEY, P.E. www.ramparbeng.com 8215 84th St.NE Marysville,Wa.98270 ph.425-327-4894 fax 360-657-0360 ramparteng@hughes.net 11/9/06 Sam Chebeir/Evan [2404 Washington Ct:j Anacortes,WA 98221 RE: Analysis of Girder Truss Support The header support at the SW wall of the house is more than adequate as a miss support. I was actually more concerned about the southern support for the girder toss at the east end of the house. That truss and the wall above are supported by the floor which is cantilevered five feet beyond the garage wall. I performed an analysis on the floor joists which shows they are not overstressed;but,the deflection of the cantilevered floor could be a concern For a wall with masonry veneer the building code deflection limit is 1/600 of the span(3/4"in our case). For the floor deflection should be limited to 1/240 of the span(twice the cantilever)which would be 1/2"with all loads applied. I would like to measure,or have+Evan measure,how much the floor is deflected at the center of the cantilevered portion over the garage(using a string line or laser level from east to west across the opening). My analysis indicates it should be around 1/2"with no live loads(people,furnishings,mow) and 1"with all live loads included(25 lbs/sf snow,40 lbs/sf floor). Wit is less than 1/2"at this time, then my analysis is too conservative however,if it is more than 1/4"then we should consider installing some stiffeners on the cantilevered floor joists to limit the floor and wall deflection. A copy of the analysis is attached. Regards, 2-2E. QCk-- — 6� Sheraton D.Ramey,PE \ \�—� \ ' ) I V J ble /0 P.4 65 NOV-11-2006 11:07R FROM:RAMPART ENGINEERING 360-657-0360 TO:136029t34645 P.10'10 ���lll � ♦ !!!lllilllllllllllllllll � lll � �.�� Valk Its Want IMOD A-m� � lllllll �ll� ���� eta a3.30 Ina anSinn a DIM-o b nanadmaa Won rra.aasa Rows a24133.7F1 Ib ma Dell tart ends MINKa. FLOOR JOIST DIAGRAM The result of this analysis is that the stresses are OK Deflection at the end is around 1"down at end of cantilever, and 5/181°up in the living room with all live loads applied. Without live roads the deflections are 12"down at cantilever end 31,16" up at hying room. Y N Pdj1jfi: ;ice,' iint4I ?[ii '9Pii i tj I1FIHjf yy 1 ';1 V ii 1 1 t 1 ii 1 a g •1 a AS Nitwai� is fFI NJ _... ._._� i •• ry� p 4 �y37 3�..e,= ., � tit Ye R' It �� d V7�� SS a ��.� '�`P Ii G� • T ; tiP: Iill as All b@c Fii; R a g� irg i 't ry 11 I I2 Y1 i " - i 1 1 ; i it p un II i wk I U. M 0 NW-11-2006 11:07R FROM:RRIVA T ENGINEERING 360-657-0360 TO:13602934645 P.8/10 falst end Girder Truss Analysts predators referenced values scathe same except.._ tdadarydribtace--to, -� 2 it in+Ittittnir Slide Rae=SS/26 FUtaelf at aid of west larder Inns p.... = Sal,sittindeas MS lee= g to WS no =35063 w Mad abuse as in We—i} s Wig=not dead wt.to resist tqiUR +®IsaO+atrekrseat FD=23+65-13+4+13 Fri= 17.6 palter deed iced Eva--40 orator es toad WD=pJ+LS+1S+10+28)-12 Wo=2no no part wadwe ltt atais+ptrd+6sete +iBe+e U�=�Vi (RD+RL)+tab A.m. 12232 tom tranage pd4af canffevered at outskte wed 1 � 1 UcL=Z (kjUcia= 2 4-WD Ud,=637s re be(aadat onside well Ua=585.7 pit deaf toad at aultade wall I ST if 461246 post S. l , I I I I I I I I I' 211 ; 1k7; ; ; ;Iff I I r2x6 past 1 1 1 1 1 1 1 11 1 I 1 1 1 1 1 1 1 \ ginter tress ®! 1I Mb&post !r€ s - It 24-cic — .. 6 post - __ 1— _ 34 6" 1 — — — — I R watt at - - - - igzar !eve! L - _ girder Inas bad is ' main asstnned to be all SERIES 4e 2e x 11 t raw _� Srale eaerr eking thew w opening 12"Ctf at n Haar — — —Ns seas in ress riff bead titan wt the rest of F _ the st therefore.the 1 ege roof paLswad — — — F eking die window section_ t A% G TRUSS AT EASTEP 1 l'-‘ 0: _ _ / \ \\\ , . , - . . . • I \ . . 7 � . @ . } \� \ � ' \ ! , \ i\{.4 \ $ ! | � \ \\) \ :� / : � J /\\ : L . . __ s, . 1t lull a ,. 1 /j \ \1.. . ) . \ / ! R ,| $ . ` / , � I f - , \ji . . a | � \ ! I ^ ! j 111 )\ : / , , , t7 §| R| i|% II °\ " . 7 \ \. . (t4\ ', ) | \ . . , , r � / Is : | / I � ae . ! � X I } / t asa ■■ n ( - I B§ ± 11 U { . w ! ' El / % . al t lt \ eIO1 t § iit1 itlip { 1 I 1 l■ d■|f1! N| -, § 1 z m 1 ii' ll 111101!1 1 Hill l 'i 1 i 111 IP1101 1 101 i , 1 Whilli " ii I 'I" 1 it 0 , frai i 1 1 al 1 , Ix I a" PPP 1 lir 120 " 16iii I fi Pi 11 F ;z zzi pi "RR 1 11� � nei l e i Ili n 7a I gS �, I @ ; _ TAM I 1 i i III1. i ii I th 1 #01 I 1. Uin Iifil el i i I el 14 t lE mI a d s 1 !,, Pi! I di zpi ii iiiir - I i I I r Cri .ar a s v m i 0 NOV-11-2006 11:06A FROM:RAMPART ENGINEERING 360-657-0360 TO:13602934645 P.5,10 Ramp*Elgen a 'is:WSW-10s90pp00 We I Shames®.Rams PE INNWe ONW=WA 9NOV06 eta tab WE -- • '�''"�..' See6an Pm Pap to k a.er. .1 tasaipiles ahadr General Iniarmatias M e.. Mg Yes el medal it Nflt SW01 Y a S!Y IWOY WSW b 02 Ftedwaf Het 1.51(.111 *DS unit 225ab 22500b 10 Rflgs MVO lanII SO WOOS 22SSY 1 Mb Ile istargas MO 1.5010 It We 55100 Y Milli S2500Y eS rfawar f4yl 7.6as■ a 151.11 115001 d7w9Y 60 seas Itfi 1.6012111 b1lb SRO Y 22BWb $76005 A asiarisr mitt 1506121b 'YYtl6 taiga b SAWN 459201 VUIff 132SQ70M cist5n0b x 9t 2T�0Y 2M�Yt rbt MEIts Yagent 1 b alp 1 a v Sb6 au Y6 X 27®m SAW MOMS Y rile Stain WIMPS I[Sketch i Distrait 1 ',, • 4P2x6-..,f ' 4za t 1; tar plwd. S. HEADER CONSTRICTION NOV-11-2006 11:05R FROM:RRMPRRT ENGINEERING 360-657-0360 TO:13602934645 P.4'10 West end Girder Truss Analysis roof dead lead RD:=02.20+2.8+3.1 + 3 +IS RD= 14.7 MW.•aggro•toss•to t plwa roof live load(snow) RL=25 tributary restate*—> L. =12 width of haading—a W ms= 51 2 +RD W 60792 reaction at end ofwt�girdertruss Rguv Z'(RL �'1 atlr Rgw= Ltsw y (RLIL1rrit Wbtdg Lam„=3825 live load at end WV/ (RD/•Ltnb'Wbtda Wes„=7754.2 dead wt todeed wL to resist uplift 1 U := ZW •(RD+RL) Livid= 1013.2 total pit load at outside wall ULL=Z Wbldg'(RL� UDL= 2 W6Idg'(RD in � ULL=637.5 Of live toad at outside wall UDL=375.7 plf dead lid at otdstde wall 51' 1 cil "21"rsil I II II I I I III I I I I III 11 I II III11111III11 ( IIIIIIII 72 I ,• J I garter russ I 1 I 3a@2x6 post I I I !S GIRDER TRUSS AT WEST END .11/ NOV-11-2006 11:05A FROM:RAMPART ENGINEERING 360-657-0360 TO:13602934645 P.3/10 RAMPART ENGINEERING Strudurel Design Analysis 11/9/06 SHANNON D.RAMEY, P.E. Sam charm 8215 84th St.NE Marysville,Wa.98270 2404 Washington Ct ph.425-327-4894 xamparteng@hu�.net Anaca+ies WA 21 This analysis sea performed to answer a question by the building department regarding the off-center loading of the header suppodhig the south end of ewestgrderfnISS. The analysis shows eheadertobe adequate. Willie isoldng into this caution I observed that the east gider buss insuppmfad on a wall that Is cantilevered out the feet on the floor jobb below. I performed additional ena[stto check the capsady of the floor joists with MS cantlever. The loads an stresses are saki)spec for the joist& Deflection under Eve loading conditions may be un feetoey;however,certain affects were not Wowed for in the caleutafen such as:beam effort of to entke wa actenerd tithe cantilevered Boa at each end of dre caniever.and elm board. The calculated dead bad defied=is 1W. Ulhe arbor deflation Ails ere is less,then the calculations we unnecessanly conservative raid degetion under live toad wit be less newel. I wii be cheddng the amount of deflection at the center of the cardboard edge of the Ito cot it Shannon Co,Ramey,P.E. 1 II $1,dx D. kf of . ,'_ J q +i ill M r� ? 28610 _ Q" nfv " Mh twines 3.-29-07 NOV-11-2006 11:05R FROM:RAMPART ENGINEERING 360-657-0360 TO:13602934645 P.2,10 Rampart Engineering Invoice Date* 11/9/2006 286 Shannon D. Ramey 8215 84th St NE Phone s I 425-327-4894 Marysville,WA 98270 SIR To I Tens Sam Chebeir Due Date 11/9/2006 2404 Washington Court Anacortes,WA 98221 Project Chebeir,Sam Description Oty Rate Amount Engineering 6 90_00 540.00 Drafting Services 3 45.00 135.00 THIS INVOICE INCLUDES TIME FOR BOTH THE GIRDER TRUSS SUPPORT DESIGN,THE DESIGN FOR SPLICING THE DECK SUPPORTS,AND RESEARCH FOR THE DECK BRACKET RECOMMENDATION. Total 3675.00 OCT-5-2006 03:02P FROM:RAMPART ENGINEERING 360-657-0360 TO:13602934645 P.1'4 RAMPART ENGINEERING SHANNON D. RAMEY, P.E. www.ramparteng.com 8215 84th St.NE Marysville,Wa.98270 ph.425-327-4894 fax 360-657-0360 ramparteng@hughes.net 10/5/06 Sam Chebeir 2404 Washington Ct. Anacortes,WA 98221 RE: Structural revisions at residence under construction I tried contacting Schemmer Engineering who did the original analysis,but received no response and so followed through with the revision design. In my analysis I use the wall designations, loads, etc.from the original engineer's analysis. A portion of the downstairs wall (wall L)was moved two feet west. Some of the lengths of the wall sections were changed as well. The upstairs wall at that location is designated as wall E. Since the offset is less than four feet the walls are still considered to be on the same wall line for purposes of analysis. The floor diaghram will act as a collector from the upper wall to the lower. There is a continuous joist above the top plate of the lower wall which should be nailed to it with two 10d at 6" centers. The revised analysis resulted in lower per foot loads on walls E&L due to their increased length from the original design. Some hold downs are already installed,and others will need to be installed; see Sketch A for locations. The installed hold-downs are OK and the new ones should match them. One additional hold-down is required at the upper level to provide a load path to the foundation for the wall at the west end of the stairwell. In summary,the work required is: 1. Install hold-downs from upstairs stairwell wall(south end)to foundation, in the same way they are installed at the north end of that wall. 2. Install hold-downs matching the other existing ones(#HDQ8)at the downstairs along wall L to the foundation. 3. Provide connection from the floor diaghram to wall L by nailing two 10d at 6"from the floor joist to the top plate of wall L. Also refer to Sketch A attached. "toll p. *to_ P F wASk. (rl Regards,4z. %r' . �,. 7' ti 0 41 IL ' Shannon D.Ramey, '$c kt,r 28610 614° <<n Es 7, 27 .O'7 _,.,. ,3.0v-o0t-✓ef3PU TO:13602934645 P.3'4 S� -I. cued_ rt64. L.fla E1 , Dos . Ldry. c 1q.cr. tart; = 2.2r 5NA -rz cost-o Sarrow' map./frt a c.r,4ia 9= //,s/f' 4'fl-t bra D.6s. r.-C?rd = /9 /i--`r. c tT I 29 ' .Wsr4 c.42,1-0 CS,/cr. /JCS swag .t 049-0 s y:sehe .'. aaaac.w &4-c2-S ac G ea t155 Way%) o4rc r111-1. a. °' ie R•Sa'J - mar Ogsta..1 Slc /. /.U57N-lc �/.©, P/lop+ u1574pr5 s rar, wSU- c✓d r.Cr --re Fyn/, rip.ave 2 . M srecopt. it4 0, r a 4Dut(t,t War-c -re; PUN, G✓4s,c imp Are() I 7, /..,Arca Mop./ FL :s S? IS7 as, +,oHn, �, ,rQ^O4 wnsy, 4 dij .4 „ 48610 A. it � LExri0.Cs -za-a7 i _ I Frank, Ed From: ramparteng@hughes.net Sent: Friday, October 27, 2006 10:19 AM To: Frank, Ed Hi Ed & Evan, RE: Sam Chebeir Residence at 2401 Washington Ct. The hold-downs should be anchored to the concrete with 7/8" all-thread bolts, set in epoxy with a minimum of 5" embedment. If you have any other questions, call me at 425-327-4894. Regards, Shannon D. Ramey, PE 1 5/41 Alt-0 c.c-77o•✓ s..toc'0 2 ' LC/. T ' 74---. i C .... 'n----------'--r, 1 -rvp. k6L v'et.Cr-S I� i ' idy FL asmuE = I 11 744055 23/3zosg -A;II//$ i 3"e Fb� OM It_ Tin is 61. Fk7sF_ a L 1 13� t�z to` 4 s>•1�•.,TLA,5T r. ! I J 9$ 'trQ PLT ct£iat 7M oin 2 Tocua .) I use IS PO IT ioeJ U�IS Ovai^ ?, se Fleur, Px\ ot,+Nc.t. .N?3 c ' I "7 ij I ..),.. .... .3 I 3-f.J 1 1~ I I' \\"--""'I't TN---'-.-----'''. - - 1/44111) i 1� NtG bi w'kLLs V P5'.4i25 1 I 0 re- NkAvot. ROD . 94012 I ( t‘aorr4 n. 04 i -�'��. -yr hoof WAsi4, d F 6.-`taC ) .H. • 4 .1 r </ y ' \ (Tel-I. 3 1 • 2404 Washington Court Page 1 of 2 Measamer, Don From: Jim Bim.schemmer@schemmereng.com] Sent: Thursday,June 17,2004 7:26 AM To: Measamer, Don [abject: Re:2404 Washington Court Don, Quinn Hanks from our office and I made an inspection of the construction of the site you reference in your email. This inspection came after a meeting in our office Monday morning with the adjacent property owners daughter and her husband. Our site visit suggests the following: • At this time no apparent structural settlement or damage to the adjacent residence is visible. We made both in exterior and an interior inspection. • The condition of the cut bank suggests conditions exist that if left unattended will seriously put at risk the foundation elements of the adjacent residence. • Talking with those on site suggest that the site was somewhat overexcavated,was backfilied with mechanical equipment that rattled dishes and other elements in adjacent residences, and that the excavation has been open for some period of time. • Some bank stuffing has occurred, and given pockets of differing soil conditions in the cut face will probably continue to occur. • The cut face,short of a detailed geotech report, appears to be typical of glacially compacted material that when exposed to weather loses its compressive strength, and will continue to weather. • The large tree at the Western end of the cut face on the adjacent properly has been seriously compromised, main root systems have been cut and will in all probably have a very shortened life,if not already dead. As to recommendations: 1. Complete the wall construction in the fastest time possible. 2. Validate the condition of the soil wall foundation material given the fact that it appears to have been placed after overexcavation. Lab test results should expect 95% modified as a minimum compaction guideline. 3. Use high early strength concrete so as to allow as early as possible the backfilling of the excavation. 4. Consider using CDF as a portion of the backfill elements. 5. Minimize using backfill compaction equipment that introduce vibrations into adjacent structures. 6. Require in place densities for the wall backfill by a reputable soil testing lab during the backfill operation. 7. Consider a 5 year bond or some other guarantee coupled with an annual inspection and report as to settlement and or damage to the adjacent structure. Don,we made the inspection without being retained by anyone,yet at the request of the residence owners daughter.We were commissioned by Tracy Stephens to develop the original wall design,which we did. Schemmer Engineering Inc. Jim Schemmer Original Message— From: Measamer, Don To: jim.schemmer@schemmereng.com' 6/17/2004 2404 Washington Court Page 2 of 2 Cc: Frank. Ed ; Barnett, Gary Sent:Monday,June 14,2004 2:23 PM Subject: 2404 Washington Court Mr. Schemmer, I understand from a conversation with Tracy Stephens,contractor performing work at 2404 Wa crt,this morning that your company evaluated the excavation at this site. Please provide a copy of your site report to indicate excavation stability, bank stability, and any recomendations for continued site work. Thank you, Don Measamer City of Anacortes Senior Plans Examiner 360.293.1901 Don @citvofa nacortes.orq 6/17/2004 2404 Washington Court Page 1 of 2 Measamer, Don From: Jim(jim.schemmer@schemmereng.com] Sent: Thursday, June 17,2004 7:26 AM To: Measamer, Don Subject: Re:2404 Washington Court Don, Quinn Hanks from our office and I made an inspection of the construction of the site you reference in your email. This inspection came after a meeting in our office Monday morning with the adjacent property owners daughter and her husband. Our site visit suggests the following: F • At this time no apparent structural settlement or damage to the adjacent residence is visible. We made both in exterior and an interior inspection. • The condition of the cut bank suggests conditions exist that if left unattended will seriously put at risk the foundation elements of the adjacent residence. • Talking with those on site suggest that the site was somewhat overexcavated,was backfilled with mechanical equipment that rattled dishes and other elements in adjacent residences, and that the excavation has been open for some period of time. i • Some bank stuffing has occurred, and given pockets of differing soil conditions in the cut face will probably continue to occur. • The cut face, short of a detailed geotech report, appears to be typical of glacially compacted material that when exposed to weather loses its compressive strength, and will continue to weather. • The large tree at the Western end of the cut face on the adjacent property has been seriously compromised, main root systems have been cut and will in all probably have a very shortened life,if not already dead. As to recommendations: 1. Complete the wall construction in the fastest time possible. 2. Validate the condition of the soil wall foundation material given the fact that it appears to have been placed after overexcavation. Lab test results should expect 95% modified as a minimum compaction guideline. 3. Use high early strength concrete so as to allow as early as possible the backfilling of the excavation. 4. Consider using CDF as a portion of the backfill elements. 5. Minimize using backfill compaction equipment that introduce vibrations into adjacent structures. 6. Require in place densities for the wall backfill by a reputable soil testing lab during the backfill operation. 7. Consider a 5 year bond or some other guarantee coupled with an annual inspection and report as to settlement and or damage to the adjacent structure. Don,we made the inspection without being retained by anyone,yet at the request of the residence owners daughter. We were commissioned by Tracy Stephens to develop the original wall design,which we did. Schemmer Engineering Inc. 1 Jim Schemmer Original Message— From: Measamer. Don To: lim.schemmer@schemmereng.com' 6/17/2004 1 2404 Washington Court Page 2 of 2 Cc: Frank, Ed ; Barnett. Gary Sent: Monday, June 14,2004 2:23 PM Subject:2404 Washington Court Mr. Schemmer, I understand from a conversation with Tracy Stephens, contractor performing work at 2404 Wa crt,this morning that your company evaluated the excavation at this site. Please provide a copy of your site report to indicate excavation stability, bank stability, and any recomendations for continued site work. Thank you, Don Measamer City of Anacortes Senior Plans Examiner 360.293.1901 Don@citvofa nacortes.oro 6/17/2004 • "O STRUCTURAL CALCULATIONS FOR wow spnke • RETAINING WALLS LOT 12, SUNSET COVE Anacortes, WA ram"` May 21, 2004 Job No. 04-153 o - � PREPARED BY: SCHEMMER ENGINEERING INC. 317 Commercial Avenue, Suite 101 0°11?-4 , !! !!! Anacortes, Washington 98221 (360) 293-9006 www.schemmereng.com S\S \,. ©ES\GN PN A� of / / PUhp $Y DA-- JOB Na \, $ Opit ONEC5j ;11 Gueect` G ANC. \ \ SCNR�MER EN N 1 ! ilt � c i , { 1 4 i t 1 0 .tt\ ,L, , , .:‘, , ,,,,, , ,:\ il \\ \ n k\r _ / .. .1-4,0-444 ,,,H.t-_,.*,:a7.7,—.....,---..16„; •:-t-- t !--, - , ,, -:• 7 - - ‘ . ' --••• a....______T___...,....,....8kHO- "?; 7 N 1 yet DESIGN ANALYSIS COMPUTED BY DATE SHEET OF 'I CHECKED BY DATE JDB NO. SCHEMMER ENGINEERING INC. PROJECT SUBJECT (HAY) I I ng •. P 9 sO i # Se, �u 06- � -( t h d i t2 p�a�ta.t n! - �a !e5— FILTHraf24C � I Z4oc., Noeit pp�iwUnl : — b • s li (q-) S Gor ITS fS@24t ov ``� .• OMIT kY 1Nk St-�8 I - i o' " ' 11 g I - I I 1 S AT frooest OF i i r PE-TAIL 1 VO 4 5 /C 41—AZ. AT _ tam ' tti Z DESIGN ANALYSIS COMPUTED BY DATE SHEET OF CHECKED BY DATE JOB NO. SCHEMMER ENGINEERING INC. 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Title: Chebier Retaining Wall Job#04147 317 Commercial Avenue,Suite 101 Dsgnr: MLS Date: 9:57AM, 20 MAY 04 Anacortes,WA 98221 Description: Lot 12,Sunset Cove Phone: (360)293-9006 Scope: Fax: (360)293-4051 - Rev. 550100 User.KW-0503023,Ver561,25-Oct-2002 Cantilevered Retaining Wall Design Page 1 (c)1983-2002 ENERCALC Engineering Software c 1ec55bov-04\04-147 ecw-Galculahons Description Alternate Lower Wall Criteria 0 'lSoil Data 0 [Footing Strengths &Dimensions Retained Height = 7.00 ft Allow Soil Bearing = 2,500.0 psf Pc = 2,500 psi Fy = 40,000 psi height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Wall Behindit Wall = 0.00:1 Heel Active Pressure = 35.0 Toe Width = 2.67 ft SlPeToe Active Pressure = 35.0 Height of Soil over Toe = 12.00 in Passive Pressure = 250.0 Heel Width = 6.00 Total Footing Width - 6.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness = 12.00 in FootingllSoil Friction = 0.300 Key Width = 12.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 28.00 in for passive pressure = 0.00 in Key Distance from Toe = 2.67 ft Cover @ Top = 3.00 in @ Btm= 3.00 in Lateral Load Applied to Stem ` Lateral Load = 1,120.0#/ft ...Height to Top = 7.00 ft ...Height to Bottom = 6.00 ft Design Summary 1 LStem Construction 0 Top Stem Stem OK Total Bearing Load = 4,624 lbs Design height ft= 0.00 ...resultant ecc. = 19.30 in Wall Material Above"Ht" = Concrete 0 Soil Pressure @ Toe = 2,216 psf OK Rebar Thickness = #1 6 Soil Pressure @ Heel = 0 psf OK Rebar Size # 6 Allowable = 2,500 psf Rebar Spacing 6.00 Soil Pressure Less Than Allowable Rebar aed at Edge ACI Factored @ Toe = 2,893 psf Desiggnn D Datata ACI Factored @ Heel = 0 psf fb/FB+fa/Fa a.817 2.0 Footing Shear @Tce = 35.6 psi OK Total Force @ Section Ibs= 3,33 .0 Footing Shear @ Heel = 36.7 psi OK Moment....A Allowable ft-#= 15,767.5 awl Allowable = 85.0 psi Shear Actualable = 19,292.4 Wall Stability Ratios Shear psi= 34.7 Overturning = 1.56 OK Shear Allowable psi= 85.0 I Sliding = 1.67 OK Bar Develop ABOVE Ht. in= 18.72 I Sliding Calcs (Vertical Component Used) Bar Lap/Hook BELOW Ht. in= 6.74 Lateral Sliding Force = 2,240.0 lbs Wall Weight = 120.8 less 100%Passive Force= - 2,347.2 lbs Rebar Depth 'd' in= 8.00 less 100%Friction Force = - 1,387.2 lbs Masonry Data Added Force Req'd = 0.0 lbs OK Fs psi= ....for 1.5:1 Stability = 0.0 lbs OK Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' _ Toe Heel Short Term Factor = Factored Pressure = 2,893 0 psf Equiv.Solid Thick. = Mu':Upward = 8,112 0 ft-# Masonry Block Type= Normal Weight Mu':Downward = 1,297 5,339 ft,# Concrete Data Mu: Design = 6,815 5,339 ft-# Pc psi= 2,500.0 Actual 1-Way Shear = 35.56 36.73 psi Fy psi= 40,000.0 Allow 1-Way Shear = 85.00 85.00 psi other Acceptable Sizes&Spacings Toe Reinforcing = #5 @ 12.00 in Toe: #4@ 6.75 in,#5@ 10.25 in,#6@ 14.50 in,#7@ 19.75 in,#8@ 26.00 in,#9@ 33 Heel Reinforcing = #5 @ 9.00 in Heel: #4@ 8.50 in,#5@ 13.25 in,#6@ 18.75 in,#7@ 25.50 in,#8@ 33.50 in,#9@ 42 Key Reinforcing = #5 @ 24.00 in Key: #4@ 16.00 in,#5@ 24.75 in,#6@ 35. Schemmer Engineering Inc. Title: Chebier Retaining Wall Job#04-147 317 Commercial Avenue,Suite 101 Dsgnr: MLS Date: 9:57AM, 20 MAY 04 Description: Lot 12,Sunset Cove Anacortes,WA 98221 Phone: (360)293-9006 Scope: Fax: (360)293-4051 - Rev' 580100 Page 2 ` User KW-0603023,Ver 56.1,25-Oct-2002 Cantilevered Retaining Wall Design t M1983-2002 ENERCALC Engineenng Software c\ec55\wx-04\04-147 ecw Calculations Description Alternate Lower Wall Summary of Overturning & Resisting Forces & Moments OVERTURNING..... RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-# lbs ft ft-# Heel Active Pressure = 1,120.0 2.67 2,986.7 Soil Over Heel = 1,922.4 475 9,134.8 Toe Active Pressure = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = 1,120.0 7.50 8,400.0 Mal Dead Load on Stem = 0.00 Load rg Stem Above Soil = Soil Over Toe = 293.7 1.34 392.1 SeismicLoad = Surcharge Over Toe = Stem Weight(s) = 845.8 3.09 2,610.8 Total = 2,240.0 O.T.M. = 11,386.7 Earth @ Stem Transitions = . Resisting/Overturning Ratio = 1.56 Footing Weight = 900.0 3.00 2,700.0 Vertical Loads used for Soil Pressure= 4,624.1 lbs Key Weight = 350.0 3.17 1,109.5 Vert.Component = 312.1 6.00 1,872.9 Vertical component of active pressure used for soil pressure Total= 4,624.1 lbs R.M= 17,820.0 i Schemmer Engineering Inc. Title: Chebier Retaining Wall Job#04-147 317 Commercial Avenue,Suite 101 Dsgnr: MLS Date: 9:50AM, 20 MAY 04 Anacortes,WA 98221 Description: Lot 12,Sunset Cove Phone: (360)293-9006 Scope: ' Fax: (360)293-4051 P - 00 U User ev5KW1 6 3023,Ver56.1,25-Oct-2002 Page 1 (c)1933-2002 ENERCALC Englneenng Software Cantilevered Retaining Wall Design c:1ec551ar-04104-147.ecw.Calcula4ons 1 Description Alternate Upper Wall Criteria 0 [Soil Data I Footing Strengths& Dimensions ) Retained Height = 7.00 ft Allow Soil Bearing = 2,500.0 psf to = 2,500 psi Fy = 40,000 psi Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0014 Heel Active Pressure = 35.0 Toe Width = 2.33 ft Slope Behind Wall = 0.00:1 Toe Active Pressure = 35.0 Heel Width = 1.67 Height of Soil over Toe = 0.00 in Passive Pressure = 250.0 Total Footing Width = 4.00 Soil Density = 110.00 pcf Water height over heel = 0.0 ft Footing Thickness - 12.00 in Footing116oi1 Friction = 0.300 Key Width = 0.00 in Wind on Stem = 0.0 psf Soil height to ignore Key Depth = 0.00 in for passive pressure = 0.00 in Key Distance from Toe = 0.00 ft I Cover @ Top = 3.00 in @ Btm.= 3.00 in Design Summary r Stem Construction 0 Top Stem Stern OK Total Bearing Load = 2,361 lbs Design height ft= 0.00 ...resultant ecc. = 3.84 in Wall Material Above"Ht" = Concrete Soil Pressure @ Toe = 874 psf OK Thickness = 8.05 Soil Pressure @ Heel = 307 psf OK Rebar Size # 5 1= Rebar Spacing = 9.00 Allowable = 2,500 ps{ Rebar Placed at = Center Soil Pressure Less Than Allowable Design Data I ACI Factored @ Toe = 1,062 psf = I ACI Factored @ Heel = 373 psf fb/FB+fa/Fa 0.746 Total Force©Section lbs= 1,457.8 Footing Shear @ Toe = 11.3 psi OK Moment....Actual ft-#= 3,401.4 Footing Shear @ Heel = 17.9 psi OK Moment Allowable = 4,556.8 Allowable = 85.0 psi Shear Actual psi= 30.4 Wall Stability Ratios Overturning = 2.33 OK Shear Allowable psi= 85.0 Sliding = 0.74 UNSTABLE! Bar Develop ABOVE Ht. in= 15.60 Sliding Calcs Slab Resists All Sliding I Bar Lap/Hook BELOW Ht. in= 6.00 Lateral Sliding Force = 1,120.0 lbs Wall Weight = 96.7 Rebar Depth 'd' in= 4.00 Masonry Data fm psi= Fs psi= Solid Grouting = Footing Design Results Special Inspection = Modular Ratio'n' = Toe Heel Short Term Factor = Factored Pressure = 1,062 373 psf Equiv.Solid Thick. _ Mu':Upward = 2,519 0 ft-tf Masonry Block Type= Normal Weight Mu':Downward = 570 1,181 ft-# Concrete Data Mu: Design = 1,949 1,181 ft-# fc psi 2,500.0 Actual 1-Way Shear = 11.32 17.87 psi Fy psi= 40,000.0 Allow 1-Way Shear = 85.00 85.00 psi other Acceptable Sizes&Spacings Toe Reinforcing = #5 @ 12.00 in Toe: Not req'd,Mu<S*Fr Heel Reinforcing = None Speed Heel: Not req'd,Mu c S*Fr Key Reinforcing = None Speed Key: No key defined tJATEP. KLod, Tt:.&l' tVA%WARY €HrEl: ] Hydrant Outlet 1.0. Pilot Press- Flew Residual N ! - inches PM Wmtisl Date: Ian �02 � ;Tlma: . jAMCo1x. No. N i 1't mass iR HKKA !_LW i 2G Cant. 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CITY OF ANACORTES BUIDLING DEPARTMENT RESIDENTIAL CHECKLIST (This form is to be completed prior to issuing the building permit) • _r .y Site Address: o�� (�(.�IY�v � aW-. Lpv.....7k- Q Date: �,v ell/A?� Contact Person: ' C a Phone No.: 7o ' Oc ' v Assessors No.: 3 et. 1 ?i --o-i7 f3-off Cot: /L- Block: Addition:�^%04+ CThJ (Building Department Checklist for Completeness) OK NA OK NA K. ❑ Fire Department Access Fit 0 Fire Hydrant Located within 250 feet 0 Fire Flow Required ia 0 Shoreline or Wetlands 0 Site Plan 0 Et- Covenant Approval 0 Variance Required ❑ el- Regulated Slopes ❑ a Plat Facts and Findings Compliance E- 0 Survey in File 0 Fill on Site Received and Reviewed by: Date: V//t/`j (Engineering Department Checklist for Completeness) 1 OK NA OK NA ® 0 Water Extension/Meter 1:1 0 Sewer Extension/Connection 1 ❑ ❑ Street Improvements/Sidewalks ❑ 0 Site Drainage Plan ❑ ❑ Covenant Not to Oppose Future LID 0 ❑ Latecomers Agreement ❑x 0 Street Drainage g, ❑ Driveway location, slope, culvert ❑ 0 Storm Drain Extension p Received and Reviewed by: O� k VJ24. ._ Date: ‘— 2-9-D 'it FURTHER COMMENTS Zoning. Ra 3�b Lot Size: ` , >O „,f Coverage Allowed: 5` 3 if Sr Actual Coverage: i I j}q 014 . , I Jul 02 04 09;S6a it N P• 1 LOT 12 SUNSET COVE ESTATES DESCRIPTION: SANITARY SEWER AND EASEMENT REALUGNMENT EXISTING MANHOLE I TOP ELEV.=94.64(PLAN) l� NV. ELEV.=87.1 • 0 1 S. qI ?1 K NEW MANHOLE �. /^'d' SCALE 1"=30` TNOP ELEV.V. ELEV.=86.6 $ ii o a LOT 11 575'15'14"W ry�"� �� W ?$%1 0,, y 0 15 30 12.40 57 ••• 8.08 �As A�i N$3'4j.o NEW '•2e LOT 12 �a MANHOLE S23'31142. s y g 6.37 EXISTING MANHOLE rr'is — S84'24'S2"W TOP EL£V.=89.8 ' • i C INV. ELEV.=8,5.0 1 AP oP.\F 26.18 S42'41'43 W „ c' q, 5s 20.32 w, 01or 26.18 '52"W �� ;' LOT 13 26.1$ v 8 '3E 9" 74.00 g' ! ., ~NEW MANHOLE i ' ss__"ss ss as` - is ys /f. TOP ELEV.a94.3 9 - $ INV. ELEV.=88.5(NE) 570 _ INV. ELEV.s86.2(NW & SW) 738j2 Or"E — $82'22'42'39"E 116733 13.6 NEW MANHOLE TOP ELEV.=90.2 INV. ELEV.=86.1 i il;iii Wt� PI SCHEMMER ENGINEERING INC. 317 COMMERCIAL AVENUE, SUITE 101 2_ at 3 .• E3 1 s, a ANACORTES, WA 98221 (360) 293-9006 - 73T1,, f- --3;-� I f. . JUL 7 2U Pt 4,: - fY,- h. iI RIGHT-J LOAD AND EQUIPMENT SUMMARY II I,It Entire House BestAire Heating and Cooling Job:Sam Chebeir,6208 Washington,Anacortes June 9080 S Martha Point Road,Bldg A,Anacortes,WA 98221 Phone:360-293-3339 Fax 360-293-5887 Email:dmramey@comcast.net 10,2004 Pro'ect'Information /rrif ,.,� For: Cline Construction and Design,LLC /� N.r/ l P.O. Box 1055,Anacortes,WA 98221 �.5, -r< �� , Phone: 360-588-8701 Fax 360-708-0240 r7, Notes: 2 Major Zones-Main Floor/Lower Floor °�A?' 1 Heated/Cooled Air for upstairs from 93.5% (;/��� c a0 r�, Efficient Nat Gas Furnace. -- 6. Jr In-Floor Heat in Lower Floor - Desi .n Information Weather. Anacortes, WA, US Winter Design Conditions Summer Design Conditions Outside db 24 °F Outside db 82 °F Inside db 70 °F Inside db 75 °F Design TD 46 °F Design TD 7 °F I Daily range M Relative humidity 50 % Moisture difference 10 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 105138 Btuh Structure 23758 Btuh Ventilation air 240 cfm Ventilation 1848 Btuh Ventilation air loss 12144 Btuh Design temperature swing 3.0 °F Design heat load 117282 Btuh Use mfg. data n , Rate/swing multiplier 0.87 ' Infiltration Total sens. equip. load 22277 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Best Fireplaces 0 Internal gains 0 Btuh Ventilation 1709 Btuh Heating Cooling Infiltration 1155 Btuh Area(ft2) 7744 3994 Total latent equip. load 2864 Btuh Volume(ft3) 86272 48568 Air changes/hour 0.5 0.2 Total equipment load 25141 Btuh Equiv.AVF(cfm) 720 162 Heating Equipment Summary Cooling Equipment Summary Make Make n/a Trade Trade n/a n/a Efficiency 90.0 AFUE Efficiency n/a Heating input 0 Btuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Heating temp rise 0 °F Total cooling 0 Btuh Actual heating fan 1300 cfm Actual cooling fan 1270 cfm Heating air flow factor 0.012 cfm/Btuh Cooling air flow factor 0.053 cfm/Btuh Space thermostat Load sensible heat ratio 90 % I Boldraalie values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. �t w soft rig ht Right-Suite Residerdial a 5.0.48 RSR22700 2004-Jun-11 08.48:28 ACCK C:\My Documents\Wrightson HVAC\Template\Chebeir_Sam.rsr Page 1 • RIGHT-J SHORT FORM ,l�;1 Entire House BestAire Heating and Cooling Job:Sam Chebeir,6208 Washington,Anacortes June 9080 S Marsha Point Road,Bldg A,Anacortes,WA 98221 Phone:360-293-3339 Fax 380-293-5887 Email:dmramey(@comcast.net 10,2004 Project Information For: Cline Construction and Design,LLC P.O. Box 1055,Anacortes,WA 98221 Phone: 360-588-8701 Fax 360-708-0240 Design Information Htg CIg Infiltration Outside db(°F) 24 82 Method Simplified Inside db(°F) 70 75 Construction quality Best Design TD(°F) 46 7 Fireplaces 0 , Daily range - M Inside humidity(%) - 50 Moisture difference(grub) - 10 HEATING EQUIPMENT COOLING EQUIPMENT Make Make n/a , Trade Trade n/a j n/a n/a Efficiency 90.0 AFUE Efficiency n/a Heating input 0 Btuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Heating temperature rise 0 °F Total cooling 0 Btuh Actual heating fan 1300 cfm Actual cooling fan 1270 cfm Heating air flow factor 0.012 cfm/Btuh Cooling air flow factor 0.053 cfm/Btuh Space thermostat Load sensible heat ratio 90 % ROOM NAME Area Htg load CIg load Htg AVF CIg AVF (ft2) (Btuh) (Btuh) (cfm) (cfm) Main Level n p 3994 66820 28836 826 1542 Lower Level n p 3857 38318 0 474 0 Entire House d 7850 105138 23758 1300 1270 Ventilation air 12144 1848 Equip. @ 0.87 RSM 22277 Latent cooling 2864 TOTALS 7850 117282 25141 1300 1270 i Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. ,� wnghtsoft Right-Suite Residential'"'5.0.48 RSR22700 2004Jun-Jun 08:48:28 ACCK C:1My Documents\Wrightsoft HVAC\Template\Chebeir Sam.rsr Page 1 RIGHT-J MULTIZONE SUMMARY REPORT .Is Job:Sam Chebeir,6208 BestAire Heating and Cooling Washington,Anacortes June 9080 S Maths Point Road,Bldg A,Anacortes,WA 98221 Phone:380-293-3339 Fax:380-2935887 Email:dmramey@comcast.net 10,2004 Infiltration Summary Winter Summer ZONE NAME Volume ACH AVF HTM Volume ACH AVF HTM (fts) (cfm) (Btuh/ft2) Or) (cfm) (Btuh/ft9 Main Level 48568 0.5 422 16.4 48568 0.2 162 1.0 Lower Level 37704 0.5 298 16.4 0 0.2 27 0.0 Entire House 86272 0.5 720 16.4 48568 0.2 162 1.0 Load and AVF Summary ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft9 (Btuh) (Btuh) (cfm) (cfm) Master Bedroom 667 12483 6915 154 370 Her Closet 178 726 238 9 13 Her Bath 231 5414 1354 67 72 His Closet 170 931 282 12 15 His Bath 203 467 188 6 10 Exercise Room 283 5393 2036 67 109 Powder Room 60 190 56 2 3 Entry 435 6630 2259 82 121 Great Room 674 16654 9336 206 499 Stairs Down 75 173 70 2 4 Kitchen 374 3217 970 40 52 Dining Room 304 5227 1783 65 95 Living Room 342 9315 3351 115 179 Main Level 3994 66820 28836 826 1542 Bedroom No 3 300 5409 0 67 0 Family Room 408 7120 0 88 0 Bedroom No 2 438 9930 0 123 0 Bath No 2 100 414 0 5 0 Garage 1457 10446 0 129 0 Mechanical Room 106 0 0 0 0 Bedroom No 4 300 1381 0 17 0 Bedrm 4 Pardon 0 423 0 5 0 Bath No 4 100 669 0 8 0 Utility Room 84 344 0 4 0 Bath No 3 261 710 0 9 0 Linen WI 80 64 0 1 0 Rear Entry/Kit 157 802 0 10 0 Stairs Up 66 605 0 7 0 Lower Level 3857 38318 0 474 0 Entire House 7850 105138 23758 1300 1542 Bold/italic values have been manually overridden wrnghtsofit Right-Suite Residentiar 5.0.48 R5R22700 2004-Jun-11 08 48.28 / C:\My Documents\Wrightsoh HVAC\Template\Chebeir 5amssr Page 1 RIGHT-J LOAD AND EQUIPMENT SUMMARY 11 l,gii Main Level BestAire Heating and Cooling Job:Sam Chebeir,6208 Washington,Anacortes June 9080 8 Martin Point Road,Bldg A,Anacortes,WA 98221 Phone:360-293-3339 Far.380-2935887 Email:dmramey@comcast.net 10,2004 Pro'ect Information For. Cline Construction and Design,LLC P.O. Box 1055,Anacortes,WA 98221 Phone: 360-588-8701 Fax 360-708-0240 Notes: 2 Major Zones-Main Floor/Lower Floor Heated/Cooled Air for upstairs from 93.5% Efficient Nat Gas Furnace. In-Floor Heat in Lower Floor Desi• n Information Weather: Anacortes, WA, US Winter Design Conditions Summer Design Conditions Outside db 24 °F Outside db 82 °F Inside db 70 °F Inside db 75 °F Design TD 46 °F Design TD 7 °F DaiRelative humidity 0 % Moisture difference 10 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 66820 Btuh Structure 28836 Btuh Ventilation air 0 cfm Ventilation 0 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 °F Design heat load 66820 Btuh Use mfg. data n Rate/swing multiplier 0.87 Infiltration Total sens. equip. load 2508E Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Best Fireplaces 0 Internal gains 0 Btuh Ventilation 0 Btuh Heating Cooling Infiltration 1155 Btuh Area(ft2) 3994 3994 Total latent equip. load 1155 Btuh Volume(ft3) 48568 48568 Air changes/hour 0.5 0.2 Total equipment load 26243 Btuh Equiv.AVF (cfm) 422 162 Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a n/a n/a n/a Efficiency n/a Efficiency n/a Heating input 0 Btuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Heating temp rise 0 °F Total cooling 0 Btuh Actual heating fan 0 cfm Actual cooling fan 0 cfm Heating air flow factor 0.000 cfm/Btuh Cooling air flow factor 0.000 cfm/Btuh Space thermostat rile Load sensible heat ratio 0 % Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. _ vvrrghtsoft Right-Suite Residential",5.0.48 RSR22700 2004-Jun-11 08:48:28 ACCK C:\My Documents1Wrightsoft HVAC1Template\Chebeir_San,rsr Page 2 RIGHT-J SHORT FORM fir, , Main Level I BestAire Heating and Cooling Job:Sam Chebeir,6208 Washington,Anacortes June 9080 S Marchs Point Road,Bldg A,Anacortes,WA 98221 Phone:360-293-3339 Fax 360-293-5887 Email:dmramey@comcast.net 10,2004 Project Information For: Cline Construction and Design,LLC P.O. Box 1055,Anacortes,WA 98221 Phone: 360-588-8701 Fax 360-708-0240 Design Information Htg Clg Infiltration Outside db(°F) 24 82 Method Simplified Inside db(°F) 70 75 Construction quality Best Design TD (°F) 46 7 Fireplaces 0 Daily range - M Inside humidity(%) - 50 Moisture difference(grub) - 10 HEATING EQUIPMENT COOLING EQUIPMENT Make n/a Make n/a Trade n/a Trade n/a n/a n/a n/a Efficiency n/a Efficiency n/a Heating input 0 Btuh Sensible cooling 0 Btuh Heating output o Btuh Latent cooling 0 Btuh Heating temperature rise 0 °F Total cooling 0 Btuh Actual heating fan 0 cfm Actual cooling fan 0 cfm i Heating air flow factor 0.000 cfm/Btuh Cooling air flow factor 0.000 cfm/Btuh Space thermostat n/a Load sensible heat ratio 0 % ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft2) (Btuh) (Btuh) (cfm) (cfm) Master Bedroom 667 12483 6915 154 370 Her Closet 178 726 238 9 13 Her Bath 231 5414 1354 67 72 His Closet 170 931 282 12 15 His Bath 203 467 188 6 10 Exercise Room 283 5393 2036 67 109 Powder Room 60 190 56 2 3 Entry 435 6630 2259 82 121 Great Room 674 16654 9336 206 499 Stairs Down 75 173 70 2 4 Kitchen 374 3217 970 40 52 Dining Room 304 5227 1783 65 95 Living Room 342 9315 3351 115 179 Bold/halie values have been manually overlldden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. ,, wrtg htsoft Right-Suite ResidentiaP' 5.0.48 RSR22700 2004-Jun-1108.48:28 ACCK C:lMy Documents\Wnghtsolt HVAC\Template\Chebe'v Sam.rsr Paget 1 Main Level n p 3994 66820 28836 826 1542 Ventilation air 0 0 Equip. @ 0.87 RSM 25088 Latent cooling 1155 TOTALS 3994 66820 26243 826 1542 Bohrntalic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. ,� wrightsoft Right-Suite ResidentieP1°5,0.48 RSR22700 2004-Jun-11 08:48:28 A o, C:Vvty Documents\Wrightson HVAC\Template\ChebeirSam.nu Page 3 RIGHT-J LOAD AND EQUIPMENT SUMMARY l;, 110 Lower Level BestAire Heating and Cooling Job:Sam Chebeir,6208 Washington,Anacortes June 9080 S Marche Point Road,Bldg A,Anacortes,WA 98221 Phone:380-293-3339 Far.360-293-5887 Email:dmramey@comcast.net 10,2004 Pro'ect Information For: Cline Construction and Design,LLC P.O. Box 1055,Anacortes,WA 98221 Phone: 360-588-8701 Fax: 360-708-0240 Notes: 2 Major Zones-Main Floor/Lower Floor Heated/Cooled Air for upstairs from 93.5% Efficient Nat Gas Furnace. 1 In-Floor Heat in Lower Floor Desi. n Information Weather Anacortes, WA, US Winter Design Conditions Summer Design Conditions Outside db 24 °F Outside db 82 °F Inside db 70 °F Inside db 75 °F Design TD 46 °F Design TD 7 °F Daily range M Relative humidity 50 % Moisture difference 10 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Building heat loss 38318 Btuh Structure 0 Btuh Ventilation air 0 cfm Ventilation 0 Btuh Ventilation air loss 0 Btuh Design temperature swing 3.0 °F Design heat load 38318 Btuh Use mfg. data n Rate/swing multiplier 0.87 Infiltration Total sens.equip. load 0 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Best Fireplaces 0 Internal gains 0 Btuh Ventilation 0 Btuh Heating00 Cooling Infiltration 189 Btuh Aolume)fN) 377040 0 Total latent equip. load 189 Btuh Air changes/hour 0.5 0.2 Total equipment load 189 Btuh Equiv.AVF(cfm) 298 27 Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a n/a n/a n/a Efficiency n/a Efficiency n/a Heating input 0 Btuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Heating temp rise 0 °F Total cooling 0 Btuh Actual heating fan 0 cfm Actual cooling fan 0 cfm Heating air flow factor 0.000 cfm/Btuh Cooling air flow factor 0.000 cfm/Btuh Space thermostat n/a Load sensible heat ratio 0 % Boldrdalie values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. v wrtg F.tsoft Right-Suite Residential'5.0.48 RSR22700 2004-Jun-11 08:48:28 ACM C:1My Documents\WBghtsoh HVAC\Template\Chebeir Sam.rsr Page 3 RIGHT„! SHORT FORM i,.i I lg, Lower Level BestAire Heating and Cooling Job:Sam Chebeir,6208 Washington,Anacortes June 9080 S Martha Point Road,Bldg A,AncA artes,WA 98221 Phone:360-293-3339 Fain 360-293-5887 Email:dmramey©comcast.net 10,2004 Project Information For Cline Construction and Design,LLC P.O. Box 1055,Anacortes,WA 98221 Phone: 360-588-8701 Fax 360-708-0240 Design Information Htg Clg Infiltration Outside db(°F) 24 82 Method Simplified Inside db(°F) 70 75 Construction quality Best Design TD(°F) 46 7 Fireplaces 0 Daily range - M Inside humidity(%) - 50 Moisture difference(grub) - 10 HEATING EQUIPMENT COOLING EQUIPMENT Make Na Make n/a Trade n/a Trade n/a n/a n/a n/a Efficiency n/a Efficiency Na Heating input 0 Btuh Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Heating temperature rise 0 °F Total cooling 0 Btuh Actual heating fan 0 cfm Actual cooling fan 0 cfm Heating air flow factor 0.000 cfm/Btuh Cooling air flow factor 0.000 cfm/Btuh Space thermostat n/a Load sensible heat ratio 0 % ROOM NAME Area Htg load Clg load Htg AVF Clg AVF (ft2) (Btuh) (Btuh) (cfm) (cfm) Bedroom No 3 300 5409 0 67 0 Family Room 408 7120 0 88 0 Bedroom No 2 438 9930 0 123 0 Bath No 2 100 414 0 5 0 Garage 1457 10446 0 129 0 Mechanical Room 106 0 0 0 0 Bedroom No 4 300 1381 0 17 0 Bedrm 4 Partion 0 423 0 5 0 Bath No 4 100 669 0 8 0 Utility Room 84 344 0 4 0 Bath No 3 261 710 0 9 0 Linen WI 80 64 0 1 0 Rear Entry/Kit 157 802 0 10 0 Stairs Up 66 605 0 7 0 Bold/halic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed. mk wrightsoft Right-Suite Residentiarm 5.0 48 RSR22700 2004-Jun-11 08:48:28 gca1/4 C:Wy Documents\Wrightsott HVAC\Template\Chebeir Sam.rsr Page 4 ii Lower Level n p 3857 38318 0 474 0 Ventilation air 0 0 Equip. @ 0.87 RSM 0 Latent cooling 189 TOTALS 3857 38318 189 474 0 Bold/italic values have been manually overridden Printout certified by ACCA to meet all requirements of Manual J 7th Ed, " w rig htsoft Right-Suite ResidentiaPe 5.0.48 RSR22700 2004Jun-11 08:48:28 /��, C:1My Documents1Wrightso8 HVACITemplatelChebeir_Sem.rsr Page 5 Washington State Energy Code: Component Performance Worksheet Zone 1, Other Fuels Cline Construction and Design,LLC New Residence for: P.O. Box 1055 Sam Chebeir ) " Anacortes,WA 6208 Washington Court /U'1 ` -' Phone:360-588-8701 Anacortes,WA 98221 /!P n, , Prepared By: Todd Ramey Owner Phone:909-898-898 p�' BestAire Heating and Cooling /4°__C' 9080 S March's Pt Rd,Bldg A Anacortes,WA 98221 Heating System Size Ducts are located in unconditioned space.El Conditioned Floor Area 7850 Equipment size over design load 150% w Conditioned Building Volume 86272 Btu/hour output 110,039 Weather Station Anacortes . KW 32.2 Component Performance,Zone 1,Other: Code Target Values Proposed Design Values Area UA Area UA Vertical Glazing U= 0.400 1178 471.0 1808 669.0 Overhead Glazing Installed in Attics U= 0.580 0 0.0 0 0.0 F Overhead Glazing Installed in Vaults U= 0.580 0 0.0 0 0.0 Doors U= 0.200 334 66.8 334 33.9 Attics U= 0.031 3994 123.8 3994 107.8 Single Rafter/Joist Vault U= 0.034 0 0.0 0 0.0 Wall(above grade) U= 0.062 5649 350.2 5018 245.9 Floors U= 0.029 0 0.0 0 0.0 i Slab F= 0.540 255 137.7 255 91.8 Below Grade Interior 2'depth,wall U= 0.043 0 0.0 0 0.0 2'depth,slab F= 0.690 0 0.0 0 0.0 3.5'depth,wall U= 0.041 0 0.0 0 0.0 3.5'depth,slab F= 0.640 0 0.0 0 0.0 7'depth,wall U= 0.037 0 0.0 0 0.0 7'depth,slab F= 0.570 0 0.0 0 0.0 Below Grade Exterior 2'depth,wall U= 0.070 0 0.0 0 0.0 2'depth,slab F= 0.600 0 0.0 0 0.0 3.5'depth,wall U= 0.064 0 0.0 0 0.0 3.5'depth,slab F= 0.570 0 0.0 0 0.0 7'depth,wall U= 0.056 0 0.0 0 0.0 7'depth,slab F= 0.420 0 0.0 0 0.0 Target UA Total 1149.5 Proposed UA Total 1148.4 lithe Proposed UA s The Target the UA requirements are meet. Check other code requirements Copyright 2002,WSUCEEP 02-088(Version 4) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 6/11/04 1 of Washington State Energy Code: Component Performance Worksheet Zone 1, Other Fuels Vertical Glazing Plan Component Glazing Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA Main 291Wood/vinyl,Low-e2+h"+argon V 10-6B 0.370' 1 162 ° 10 ° 1615.0 597.6 Main 2g1 Wood/vinyl,Low-e2 Vs"+argon V 10-6B 0.370 1 193 ° 1 ° 193.0 71.4 2g1 woodnrnyl Clear+Argon>_1/2"spacer V 10-6A 0.550 _ 0.0 0.0 w 0 0.000 0.0 0.0 w 0 0.000 0.0 0.0 w 0 0.000 0.0 0.0 w 0 0.000 0.0 0.0 w 0 0.000 0.0 0.0 0 0.000 0.0 0.0 w 0 0.000 0.0 0.0 w 0 0.000 0.0 0.0 w 0 0.000 0.0 0.0 w 0 0.000 _ 0.0 0.0 w 0 0.000 0.0 0.0 w 0 0.000 0.0 0.0 w 0 0.000 _ 0.0 0.0 w 0 0.000 0.0 0.0 w 0 0.000 0.0 0. 0, 0.000 _ 0.0 0.0 w 0 0.000 _ _ OM 0.0 0 0.000 0.0 0.0 0 0.000 0.0 0.0 0 0.000 0.0 0.0 Sum of Area and UA) 1808.01 669.0 Exterior Doors Plan Component Door Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA Main 1 exempt door,if<24 Square Feet V 502.1.5.2 0.000 1 3 ° 6 8 20.0 0.0 Main Insulated Steel,Wood Edge(ISteelWE) V 10-6C 0.160 1 42 ° 1 ° 42.0 6.7 Main Garage Roll Up Door,Steel,Thermal Tru V Custom 0.100 1 272 ° 1 ° 272.0 27.2 w 0 0.000 0.0 0.0 w 0 0.000 0.0 0.0 w 0 0.000 _ _ 0.0 0.0 w 0 0.000 _ 0.0 0.0 w 0 0.000 0.0 0.0 w 0 0.000 0.0 0.0 w 0 0.000 0.0 0.0 w 0 0.000 0.0 0.0 If exempt door is selected, must be s 24 SF. Sum of Area and UA 334.0 33.9 Copyright 2002,WSUCEEP 02-088(Version 4) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 6/11/04 2 of 6 Washington State Energy Code: Component Performance Worksheet Zone 1, Other Fuels Overhead Glazing Installed in Attic Ceilings _ Plan Component Glazing Width Height ID Description Ref. U Qt. Feet Inch Feet Inch Area UA w 0 0.000 0.0 0.0 w 0 0.000 0.0 0.0 w 0 0.000 0.0 0.0 v 0 0.000 0.0 0.0 v 0 0.000 0.0 0.0 w 0 0.000 0.0 0.0 v 0 0.000 0.0 0.0 Sum of Area and UA 0.0 0.0 Overhead Glazing Installed in Vaulted Ceilings Plan Component Glazing Width Height ID Description Ref. U Qt. Feet inch Feet Inch Area UA w 0 0.000 0.0 0.0 V 0 0.000 0.0 0.0 v. 0 0.000 0.0 0.0 w 0 0.000 0.0 0.0 • 0 0.000, 0.0 0.0 0 0.000 0.0 0.0 V 0 0.000 0.0 0.0 1 Sum of Area and UA 0.0 0.0 Attics Plan Component Attic ID Description Ref. U Area UA Main R49 blown Attic STD baffled V 10-7 0.027 3994.0 107.8 V 0 0.000 0.0 V 0 0.000 0.0 w 0 0.000 0.0 Sum of Area and UA 3994.01 107.8 Vaults Plan Component Vault ID Description Ref. U Area UA V 0 0.000 0.0 V 0 0.000 0.0 N 0 0.000, 0.0 V 0 0.000 0.0 Sum of Area and UA 0.0 0.0 Copyright 2002,WSUCEEP 02-088(Version 4) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 6/11/04 3 of 6 Washington State Energy Code: Component Performance Worksheet Zone 1, Other Fuels Walls(Above Grade) Plan Component Wall ID Description Ref. U Area UA Main R19 cavity+R3 foam TNT 2X6W Lap V 10-5 0.049 5018.0 245.9 w 0 0.000 0.0 V 0 0.000 0.0 V 0 0.000 0.0 Sum of Area and UA 5018.01 245.9 Floor(over crawl or exterior) Plan Component Floor ID Description Ref. U Area UA R30 vented Joist 16oc v 10-3 0.029 0.0 V 0 0.000 0.0 V 0 0.000 0.0 w 0 0.000 0.0 Sum of Area and UAI 0.01 0.0 Slab on Grade(less than 2 feet below grade) Plan Component Slab Slab ID Description Ref. F Length UA Main R10 Fully insulated V 10-2 0.360 255.0 91.8 V 0 0.000 0.0 w 0 0.000 0.0 w 0 0.000 0.0 Sum of Area and UA 255.01 91.8 Copyright 2002,WSUCEEP 02-088(Version 4) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 6/11/04 4 of 6 Washington State Energy Code: Component Performance Worksheet Zone 1, Other Fuels Below Grade Wall:2 foot depth,insulated on the interior Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. _ U Area UA F Length UA 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 0 0.000 0.0 0.000 0.0 0 0.000 0.0 0.000 0.0 Sum of Area,Length and UAI 0.0 0.0 0.0 0.0 Below Grade Wall:3.5 foot depth,insulated on the interior Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA v 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 Sum of Area,Length and UAI 0.0 0.0 0.01 0.0 Below Grade Wall:7 foot depth,insulated on the interior Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA w 0 0.000 0.0 0.000 0.0 I. 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 Sum of Area, Length and UAI 0.0 0.0 o.ol 0.0 Copyright 2002,WSUCEEP 02-088(Version 4) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 6/11/04 5of6 Washington State Energy Code: Component Performance Worksheet Zone 1, Other Fuels Below Grade Wall:2 foot depth,insulated on the exterior Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA v 0 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 w 0 , 0.000 0.0 0.000 0.0 v 0 0.000 0.0 0.000 0.0 Sum of Area,Length and UA 0.0 0.0 I 0.0 0.0 Below Grade Wall:3.5 foot depth,insulated on the exterior Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA w 0 0.000 0.0 0.000 0.0 w 0 0.000 0.0 0.000 0.0 V 0 0.000 0.0 0.000 0.0 I w 0 0.000 0.0 0.000 0.0 Sum of Area,Length and UA 0.01 0.0 1 0.0j 0.0 Below Grade Wall:7 foot depth,insulated on the exterior Plan Component Wall Wall Wall Slab Slab Slab ID Description Ref. U Area UA F Length UA w 0 0.000 0.0 0.000 0.0 w 0 0.000 0.0 0.000 0.0 w 0 0.000 0.0 0.000 0.0 w 0 0.000 0.0 0.000 0.0 Sum of Area,Length and UAI 0.0 0.0 0.0 0.0 Copyright 2002,WSUCEEP 02-088(Version 4) Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 6/11/04 6of6 a.. AR or AK 17, 20, 30, 3K20, 3K24, 3K28 & 3K36 /J////AlVltntuTM System Installation and Service Instructions WARNING �1� rr is on all IGENERMOR AEheclriealMEREC Steamgrnedengbath nenararequ►redtors. MASTER 'AGSLAVE _GENERATORAM1E.3M12 AG7,AG10,3Ga, ea _ i eC,awa dlcAn oeelealecdwhen pserelptlesN sabgo Qdledl R@ t9be r. - I j All wiring must be Installed by a Messed CD KED I electrical contractor la accordance will or — _ J EN .........- local and national codes. li 'AG'SLAVE All plumbing must be installed by a EISK3D R301 it: GENERATOR licensed plumber in accordance with local wII) AG10 or 3012 and national codes. AMEREC STEAMBATH GENERATORS Genera-1m are for Indoor use only. MODELS AR17,AR20,AR30,AK17,AK20, Generators are net ter space healing AK30e3K20,3K24,3K28 & 3K36 outposts. (AM"MASTER"GENERATOR TO BE GANGED WITH ONE OR TWO Be certain thatstteambeth enclosures are AG"SLAVE"GENERATORS) praperlysealed to avoid water damage ARV/&AK17=AM10+AG?+Appropriate Control Kit from escaping steam.ll is recommended AR20&AK20=AMID+AG10+Appropriate Control Kit that pipes and fillings. caulk be used to seal be AR30&AK30=AMID+ 2 A610+Appropriate Control Kit allr penes onomes ap ngSt into must wall APp p prevented from escaping the 31(20=3M12+368+Approplate Central Kit cavity. 31(24=3M12+3612+Appropiate Control Kit 3K28=3M14+3614+Approp late Control Kit Never shot oft the water tit a Steam e1b60=Offilf+(tn)Dolt:+Appreplate Omtrol Ric Generator Nat is la uae< SAVE THESE INSTRUCTIONS. READ ALL INSTRUCTIONS Oa not touch the siesta heads or NM CAREFULLY BEFORE INSTALLATION. daring eperalleaas they are hut.Slay at least 12 Inches away from the hot steam I SECTION 1: GENERAL INFORMATION snap/pg from lb.steam heal. AMEREC Steam Generators are fisted by l)nderwrfers laboratories The Steam Genastora came assembled and ready for Installation.Chest that the size and rating of Me Generator Is suitable lot your ap't �,refer to the Steam Room Construction and Generator Sizing Guide(AMEREC document 2The AG and 36 Ike of AMEREC Steambalb Geeerators are Slave Generators which can not operate as aslendalone Individual Generators,Slave Generators areconholkd by an Abler 3M Master Generator Up to two Slave Generators can be"ganged'onto or controlled by a single Master Generator The sole purpose of ganging Is to increase the volume of steam generated wimout additional control/3 Central Orals are passed from the Master Generator to the Stave Generator(s)vie the cable provided with the Slave Generator The Wave Generator EGO mimics the Master Generator Whet is a Master Generator/It Is an AMEREC AM or 3M Sleambeth Generalor upgraded with AR or AK Control Options IMPERTANT An exhaust tan installed outside the steam room is strongly recommended to remove ra excess steam from the bathroom or shower ���—� area. ,4{ �� 117:-1 7,_, !'r: .lUOV 2 .J I '1"'A R C` System Installation and Service instructions 3K36 page 2 • DIAGRAM 1: PREFERRED INSTALLATION - --- _ -- -1- -_--�f 20' `1""Optional Filter r n 0 viiiiii 15 ' Ill i t�_t,, +.`i r mi is I ^_ sod LA 10010/0 111111111° iGiir:_ 8'mm DIAGRAM 2 DIAGRAM 3 III .... lai ,,,,, 3G III' � 1mintmumi III15' minimum service clearance \ 15 minimum service clearance DIAGRAM 4 DIAGRAM 5 Slave Control Cable 20'maximum cTW I, ' m minimum li Slave Control Cable 20'maximum ' fir' SLAVE 4211-104 5-1e41 itAME C" System Installation and Service instructions gs page 3 SECTION 2: SELECT MOUNTING LOCATION WARNING SEE THE PREFERRED DIAGRAM 1&DIAGRAMS 2,3,1,5 515. I IMPORTANT IMPORTANT. Prier to making a decision on the mounting -Insulate all steam lines and drain lines withir location,please read through this Insiellallon the enclosed space. Do Mt motl0t outdoors. Service Instructions Manual completely -Each Generator must be provided wild el and lake a careful look al ell the diagrams. least four(4)Indies ventilation and control Portent from freezing. wiring access at the control end. •Each Renovator most be prodded with et The AMEREC Steam Generator an he hung on a wall least twelve(12)inches clearance In FRONT To retina Me risk of explosion,do or set on hs base of the iouvered(rant aver. -Them should be at lead thirty-six(38)Indus net Innterconnad steam outlets.A The best mounting location will satisfy all or most of in Stool of each Generator for unite assess. separate steam line must be the following: provided ler each steam outlet. Suggested locations are under a vanity.in a closet, 1.The steam line must slope to anew condensation attic, crawl space or basement Preferably in the to drain. Condensation should drain Into the steam same room. room Units must be located as to allow B. For minimum distance between Steam Genera- access for service. 2 The steam line should be less than twenty(20)feel tom.see Diagram 1,2,3&4 log Ten(10)feet is preferred. Slam lines ova twenty(20)feel long should be Insulated 9.Ills mounting location must be within a cable length of the Master Generator See Diagram 5 3.The mounting location should minimize the num- ber of bads and elbows In the steam line NOTE: Longer Slave control cables are available Call 4.The steam line should enter the room at least 12' AMEREC Sandra Department at above the Rear or at least IPabove a tub rim or ledge 1-800a31-0349 See Diagram 14 10.The location should provide clearance for service and element removal See Dhgrams 1,2,3 A 4 5. No steam head shall be more than thirty(30) Inches above the floor 11. There should be no more than three(3) 90• bends and len feet of pipe between any Generators 6. The steam outlet should be Vacated to avoid drain outlet andlls drain valve inlet See Diagram 15 potentfel user contact. ----- _ -— --_---- 7_the Generators)should be Installed In a dry,well ventilated area The space provided should be a least: flu ft for one Generator, 17 cu ft for Iwo Generators and 27 co ft tor three Generators 011.10e 5-10a4 olrsgnrzed+ P E AMIEfEC. AR or AK 17, 20, 30, 3K20, 31(24, 3K28 & 3K313 page 4 System Installation and Service Instructions DIAGRAM 6 DIAGRAM 7 not used i0 -- '- 1N fI .I 8 N. lis. 1 l 1 I I ill APO 000 0° II WI h4 DIAGRAM 8 DIAGRAM 9 ISOptimal Filler if �. -I IN DIAGRAM 10 DIAGRAM 11 kILIMO 1 1) I c__, 4211-108 91009 fiAVVIEREC. AR or AK 17, 20, 30, 3K20, 3K24, 3K28 & 3K38 page 5 System Installation and Service Instructions SECTION 3:NOT USED WARNING I I SECTION 4: MOUNTING THE GENERATOR I SEE DIAGRAM 7. Wall Moumfng: Floor Mounting: 1.Note the location of the mounting holes on the 1. In general the width of the unit allows It to sit on back of the Generator.The screws must set directly a shalt across the calling Mists or en a floor The Into sbmsor equivalent supports Drill pilot holes on Generator must be restrained from moving Normal- 18'centers and install the two e1O t-12 Inch screws ly the piping win provide adequate support If not. provided See Diagram 7 additional support must be provided 2. Carbfufy hang the Generator on two screws 2-All floor Installed Generators musl have provision Tighten the screws Replace the front cover Secure for routine draining of the tank Ike front cover with six(e)screws, 3.Mounting should be level The Generator will not operate 3.Mounting should be level properly,unless Ills wonted level with lit arrows painted up, SECTION 5: PLUMBING INSTRUCTIONS I i All plumbing shall be Installed by a licensed plumber -1/2 inch copper pipe for the tank drain and conform with local&national codes -1/2 Inch copper pipe and 1/2 inch male NPT sweat adapter(5) to the steam line between the Materials(locally available): Generator and the Gleam Room,and the drain line -3/8 Inch D D copper tube for the water supply to between the Generator and the drain the Generator -3/4 inch copper pipe, 3/4 Inch male NPT -3/8 Inch water supply scut-off valve sweat adapter,and a sweat union(or the Pressure -3/8 Inch suppy housing and filler (optional. de- Relief Value drain pending on local water conditions) -Tube DAP 100%sMcone caulk. -3/8 Inch 0 D compression to 3/8 Inch male -Rectorseal No.5 pipe compound NPT adapter. -3/8 Inch O.D.union NOTE -1/2 Inch copper sweat unions(2) Additional materials wig be required If ganging -1/2 Inch male NPT sweat adapter(2) the drain outlets SECTION 5A: INSTALL THE WATER LINE SEE PREFERRED DIAGRAM 1 AND DIAGRAMS 0&9. I Run 3/8 Inch copper bale between the nearest cold water one and the WATER INLET fining on the Gen- IMPORTANT orator. Locale a shut-oO valve near the Generator Do not use a saddle valve or saddle fitting for Connect this line to the Generator with a 3t8'corn- the water shut-off valve Flush water supply line preesbn adapter.When lightening this fitting always before final hookup use two wrenches so mere will be no strain on the water Inlet valve. IMPORTANT It the Generator is mounted In a place difficult for the home owner to access,the water supply shut-on valve should be located where it can be quktly accessed In an emergency. 4211-105 9-lee4 con3nOed v EAMEREC. AR or AK 17, 20, 30, 3K20, 3K24, 3K26 &3K36 page 6 System Installation and Service Instructions DIAGRAM 12 DIAGRAM 13 Scan ir I kom1l4' .0_ 1.316' waD1/2'NPT HNinp ( Diameter 1l2' hole - Steam Head Insulator NP Sweat SPACER STUD Adapter • ,��`/��// P canoe ,.. reservoir ft(AIli. Center 4. I In I �� awing I 0 1/4'—► i• I 1,3/6'Diameter hole Escutcheon Steam head DIAGRAM 14 r min : 5' min 6 min min min --._� � i L1, 11 min �, , ' ..- n '. itt from floor DIAGRAM 15 DIAGRAM 16 ___44 la t IP if ,� maximum ID Manual or Motorited------------ MX � Dn(n Valve 6'min 4211.10 540e4 II I f I /�����A IEREc' AR or AK 17, 20, 30,3K20, 3K24, 3K28 & 3K36 System Installation and Service Instructions page 7 SECTION 5B: INSTALL STEAM LINE WARNING SEE PREFERRED DIAGRAM I AND DIAGRAMS 10,11,12,19 S 14. 1. Al the Generator Install a 1/2' male NPT -Terminate the steam line with a 12' NPT male Do not put a shut off valve la the sweat adapter. Install a lir sweat union In the adapter. Stub the floe out into the mom 3/8'from steam line.Avoid traps and valleys steam Ilne the finished surface where water could collect and cause -Secure the steam line to a structural member. 2 Run the 1/2'capper steam tine Iron the Generator a steam blockage.The hal steam to the Steam Room.Ruler to SECTION 2:SELECT line must be insulated against user MOUNTING LOCATION IMPORTANT contact. II the steam line IS Man area where me temper- a.The steam the should enter the steam room 12' attire will be below 40 F or If the line is more than 7e reduce the risk al explosion,do above the floor oral least 6'above a tub rim or ledge. 20 feat long, beet results can be obtained t)1 not reduce the steam l osio , A See diagram 14 insulating the steam pipe be 4.Al the steam roem:Drill/preparea 1-31E'hole for separatesteam line mo the steam line entry Center the lir copper steam provideddto steam each steamm outlet. pipe in the 1.3i6'hole,Sea diagram 19. Centering the steam pipe is critical In rooms made of plastic,acrylic, SECTION 5C: INSTALL STEAM HEAD resin,fiberglass or similar SEE DIAGRAMS 13 6 14. I materials.Allowing the steam pipes to touch materials not rated Z12°F 1.Install seam head Insulator.Apply silicone caulk 2.Install steam head and escutcheon:Place the or blgbef will re r t In damage to to the finished wall side of the steam head Insulator escutcheon over the steam head insulator then slide these matematerials. and screw on hand tight until t Is flush with the wall the steam head on until the escutcheon rests firmly with the opening pointing down. If a hand tight m against the finished wail Tighten the hex head screw Install the steam bead to avoid does not align with the opening pointing down,use underneath the steam head to secure R in place with potential user contact. teflon tape an the steam line threads to adjust the fit the alien wrench provided The steam head should be level with its fragrance reservoh at the top. See Do not install the steam bead near diagram 13 bench(es)or where condensation wilt drip on the user or puddle as SECTION 60: INSTALL PRESSURE RELIEF VALVE this puddling will present a scald I I hazard. Install the pressure relief valve Into Its port on the The steam pipe entry Into the Steam Generator.The pressure relief valve outlet must drain Room and the steam head must be In accordance with local and national codes caulked to avoid damage caused by steam leakage Into the wall. The pressure relief valve must be Installed in such a fashion that the risk of scalding is reduced to a minimum.Draining the pressure relief valve Into the Steam Room may presents scald hazard. 4111100 5•tee4 mldmmd cur R or 1'il/I' REC" ASystemKInstallation and Sery ce Instruct ons36 page 8 DIAGRAM 17 DIAGRAM 18 ,.�.r p IIIil I, =. '�- Greater than VS' r==`- DIAGRAM 19 DIAGRAM 20 al 9' ---1111117 Mill DIAGRAM 21 DIAGRAM 22 Ili! Mil a , _; I 421/408 54e45 'i'�J ANIEREC. AR or AK 17, 20, 30, 3K20,3K24, 3K26 & 3K36 System Installation and Service Instructions page 9 • SECTION 5E: INSTALL DRAIN LINES) WARNING I SEE PREFERRED DIAGRAM 1 AND DIAGRAMS ii5.it 17.18.19,20.21.22&23. Either Gang the drain outlets of the Master and the dangle;en existing Master to New Slaves)At the Boiling water may be discharged from Slave Generators or Install a separate drain line for Master Generator remove the drain valve 0thls VOW the drain.Use materials rated for the Slave Generator is motorized do the!oilman: belling water- NOTE: -Remove the strain Slat which is retaining the The drain must be connected In accordance drain wires to the Generator See Diagram 23 Draining the tank into the Steam • with local and national codes •Open the front cover of the Generator and free the Roam may present a scald hazard drain wires of any tie wraps and/or damage materials used to The drain outlets of the Master and Slave Generators -Do aol disconnect the drain wires These drain construct the Steam Room. can bs ganged together onto a single drain valve wires MR stretch out to a maximum of three(3) provided the following conditions can be met.See feet train the Generator. preferred Diagram 1 and Diagrams 15,16.17.18,20 •Install SS Inch female NPT sweat adapter to the Electrical shock hazard-Disconnect &29 drain nipple of each Generator. all electrical power before servicing. •Install 14 Inch copper union on each adapter -No Generator should be more than 14'higher or -Rune 14 birth seam data line from each union and lower than arty other Generator See Diagram 10 interconnect these drain Ines to a single than line -Terminate this single drain line with a 1 Inch -No Generator should have more than three(3) male NPT sweat adapter g0' bends(elbows or tea's),between it and the drain valve inlet See Diagrams 15&2D Ganging all new Master and Slants) -Install 14 bids female NPT sweat adapter to the -No Generators drain nipple should have more then drain nipple of each Generator len(10)feet of pipe to the drain valve Inlet See -Install%inch copper unions on each adapter Diagram 15 -Run a Va inch copper drain line from each union and Interconnect these drain has to a single -Ira motorized drain valve Is being Installed,it must drain line be within three(3)feet of the Master Generator -laminate this single drain line with a S inch See Diagram 23. male NPT sweat adapter •if ganging drains of three(3)Generators,the drain valve inlet must be at least six(5)Inches below the Generators)outlet See Diagram 20 if the above conditions cannot be met,then a sepa- rate drain valve wie have to be installed on the Slave Generator.Sea Diagrams I8.19,21.Then disregard the following steps and proceed to Section 5F.para- graph 2 SECTION 5F: INSTALL DRAIN VALVE I SEE DIAGRAMS 22&23 I I If the drain outlets have been ganged together, b If the Mester Generator is equipped with a manual then Install a drain valve See Diagram 23 valve,than Install the provided manual valve onto this Belling water may be discharged from Slave Generator See Diagram 22 the drain. Use materials rated for 2 II the drain outlets are not ganged follw's'or'b• boiling water. below Attach the ball valve to the nipple of the drain outlet Install a I4'union.Run a M'copper drain line to a Walning the tank into the Steam a.It the Master Generator is equipped with a molar- gravity flow drain.Do not run the drain uphill The lied valve•then an ADS Slave Drain Option Kit mist drain must he connected in accordance with local and Room may present a scald hazard be Installed In Ibis Slave Generator. Call AMEREC national codes and/or damage materials used to Service Department al 1410O-33143491f an ADS has contract the Steam Room. not been provided. 1211-I0e 4ae-01 conned at l"11MAMERFO. AR or AK 17, 20, 30, 3K20, 3K24, 3K28 & 3K36 page 10 System Installation and Service Instructions DIAGRAM 23 • a IL Drain -- _ it'; • MASTER 3'max i % MASTER GENERATOR „ter to GENERATOR tink I Manual Drain Valve Motorized Drain Valve DIAGRAM 24(K30&K60 Controls) DIAGRAM 20(K30&K60 Controls) ^ \� J�..—.1 l,,p1 MOUNTING ee \ SENNA TURF `V` CONTROL upuuxs arena `CONTROL 0,# ► ... TEMPERATURE LE CONROL 2'OMMkrfR CAMEROEO RIMED -`"' / J vuaL ea / ! CONTROL AMINO MOANING SCREWS .- �—� TIM OVER IMMIRATMF CONTROL TNURFr!) COVER MATE DIAGRAM 20(K30&K60 Controls) DIAGRAM 27(K30&K60 Controls) mamma suns PLUG CNI A ''': OPTIMA AUTOMATIC C..,� r g1AW CONNECTION \ems. =`l'.4rt Cas I . illi i CONTROL �l,=_ �c!'s1 li A `NOUSINO ..` \T-2 SWAMCONIWL PLUG 'N�CONmM \ RAPPRNMRY(Sx1) � _ NCO FAIMARY 1 T :.SST /�PAO SECONDARY ISR/l 9� MUST GU. ���1 URE LINE FO TILE TEMPERATURE LINE FOR 111E WALLS) SENSOR 1211•1Oa 5 1044 AR or AK 17, , 3K28 & 1111� E " System Installation ion and Service Ss Instructions page 11 SECTION BA:WIRING INSTRUCTIONS(AM or 3M GEN.w/K60 or K30) WARNING SEE ELEC.INFO. CHART ON P0.14 & DIA. 24, 25, 28 & 27 ON PG. 10, &32.33,34,&36 ON PG,24 WIRING DIA. ON PO. 14 1.CONTROL CABLE ROUGH-IN bead 01100%silicon caulk in-between the 2 ridges The low voltage control can be mounted up le 25feet around the perimeter on the back of the control from the generator either inside or outside the steam housing See diagram 26.Insert the mounting both- room, also see 46 optional secondary generator elate the wall cavity by first pushing with the control control String the 25'cable from the control location housing and then with a hard flat surface on the through 1/2'holes in the wall studs or ceiling foists control housing mounting screws which extend out to the generator Note: Do not staple through or through the control face Once the mounting bracket damage cable Use factory supplied cables only has been heeded into the finished wall,center the Optional for tile rooms,a 1 gang rough.in box may be control and lighten the mounting screws to draw the Installed at the desired control mounting location.A control housing securely against the finished wall mounting plate with proper 2'diameter hole Is in- Do not over tighten the mounting screws instal the eluded with the control kit Tile up to the r hole In decorative cover plate by sliding the lop of the cover mounting plate as indicated In diagram 34 plate over the lab on the top of the control housing and pushing on the bottom of the cover plate to 2.TEMPLTIATURE SENSOR CABLE ROUGH-IN complete the snap Hi See dlagmm 32 Route the It Is recommended that the sensor be mounted in the generator end of Me control cable through the gen- steam room 6'from the caging,but not directly over valor rote marked CONTROL WIRING ENTRY using the steam dispersion head or more than 7 feet above the strain rellel provided Plug the control cable into the floor.String the sensor cable from the sensor the connector on the printed circuit board assembly location through 1/2'holes in the wail sleds orcelgig insert cable into connector SKI If a K30 control is joists to the generator location Leave it of slack at used or connector SK3 If a K60 control is used See the sensor location Note:Do not staple through or diagram 27. damage cable.Use factory supplied cables only. 6-OPTIONAL SECONDARY GENERATOR CONTROL 3.ELECTRICAL ROUGH-IN As an option,a second 060 control can be Installed She wire for the generator as Indicated by the Roc- with an AK generator to provide ON/OFF control both flat lnfomemn Chart Use correct size and type to Inside and outside the steam room The second meet electrical codes Leave 4 teat of slack wire at control should be installed as described in para- genemter location for finish hookup Connect the graphs I&5.with she second control cable plugged generator to a dedicated circuit breaker.A GA device into connectorSK4 tor the K66 Control on the printed !i is not required by UL One maybe installed H required circuit board assembly.See diagram 27 by local codes ar the one A GR device win tend to nuisance hip due to heater element aging 7.INSTALL TEMPERATURE SENSOR The temperature sensor should be mounted 6'below 4.ELECTRICAL FINISH the centre,Inside the steam room.but not directly Materials(locally available): over the steam dispersion blotter more than 7 fed -3/4'Strain relief for supply wire above the floor.Using a 7/6'hole saw,drill a hole in the finished wall where the sensor Is to be mounted A. Route the copper supply wire with appropriate (the sensor cable should already be roughed-in to strain relief through lhehole marked POWER ENTRY this location) Locale the sensor cable, pull II out B.Connect the supply wires la the terminal block through the hole and plug n Into the temperature marked LI and L2. senor it is hallo tapethe sensor and cable connec C.Comned the ground to the ground lug (green lion together to avoid disconnection Inside the wall. screw on Junction compartment wee) Apply sawn caulkasshownin diagram 33and insert the sensor in the hole. Art optional trim ring is B.INSTALL GENERATOR CONTROL Included with the sensor.D the 71a'hole is jagged or The low voltage control can be mounted directly to a Is cut too large the trim ring may be used to cover the finished wageitherinside oroutside the steam room. exposed edges See diagram 3S Make sure that the Using a 2'hole saw,drill a hole in the finished wall sensor probe Is peeling down once Installed Tape where the control is to be mounted(the control able the sensor in place while the silicone hardens Route should already be roughed-in to this location) La- the generator end of the sensor cable through the ate the control cable,pu0 It out through the 2-hole generator hole marked CONTROL WIRING ENTRY and plug 3 into the connector on the back of the using the control cable strain relief.Plug the sensor control housing.With the decorative cover removed, cable Into the connector marked J4 on the printed screw the two 3'conlrol housing mounting screws I/ circuit board assembly See diagram 27 4'into the mounting bracket See diagram 25 Run a 4211.mee 5-10-01 confined*, I//IlgAMERFC AR or AK 17, 20, 30, 3K20, 3K24, 3K28 & 3K36 page 12 . System Installation and Service instructions DIAGRAM 28(R301 Control) DIAGRAM 29(11301 Control) ```__ 18 TO 2Z AWN WIRE((E1/110 REORIREO) RATED 21OV Tn FROM GENERATOR n TOCOMR LLI STRIP LEMMA VC ,'�� 0.C/ )FAT SOPPGRL} STOMA COMM. r i _`� 2I \ 'pflON M I Q p \ RI#RT 1VRE GABLE TO WIRES ROUTED O �� -lib" :.-- 1$. raj TERMIWl81.2.MW 3 � ` c ' TNyt ROM CONTROL _ INACR) , DIAGRAM 30(R301 Control) DIAGRAM 31 (R301 Control) reti 181 TMIMINALe<acR / �_�'; ji WPTIOMLLNOf M SACK OF - won IEACCBOA&E) i - APPI.TOEMAT u {MOOD SCONE CAULK) 0 ,-- - 'k 1-L/'OMDWA IIWE� II���{' r0 W FINISHED WALL ' L, DIVAN UWBOPTIONAL AIE TIC I 4. .n 4211400 E-00•04 AR or 17, 20, 30, 3K20, llll�AM c- System nsta lotion and San►ee Instructians36 page 13 I SECTION 611: WIRING INSTRUCTIONS(AM or 3M GEN.w/R36I) WARNING SEE ELEC. INFO. CHART ON PO. 14 & NA. 28, 20. 30 & 31 ON PG. 12, WIRING 01A. ON PC. 24 1.CONTROL CABLE ROUGH-N 4.ELECTRICAL FINISH The low voltage control can be mounted np to 75 teal Materials(locally available): from the generator either Inside or outside the steam -3/4'Strain relief lot supply wire room, also see#e optional secondary generator control String me(3)18 to 22AWO solid wires ham A. Route the copper supply wire will:appropriate the control location through 1/2'holes in the wad strain relief through the hole marked POWER ENTRY studs or ceiling joists to the generator 8.Connect the supply wires to the terminal block Note: meshed Li and IP I)Donal staple through ordaragewires C. Connect the ground to the ground lug (green 2).Label or color code wires for proper screw on(unction compartment wall) T13110 R301 orientation See diagrams 20 &30. 5.INSTALL GENERATOR CONTROL(R301): The low voltage control an be mounted directly to a 2.CONTROL CABLE FINISH finished waif either inside or outside the steam room. Route control Wires through the generator CONTROL Using a 1-3/4'hole saw,drill a hole in the finished WIRING ENTRY and appropriate strain relief. Con- wall where the control is to be mounted(the control nect(3)wires to terminal block T81 on the printed what should already be roughed-in to this location) circaassembly as shown in diagram 30 Locate the controlwires,pull them out through the 1- 3l4'hole and plug the 3 wires Into the connect0r on 3.ELECTRICAL ROUGH-IN the tractor the control housing,as shown in diagram Size wire for the generator as Indicated by the Elie- 20 Run a bead or 100%silicone caulk around the Ideal information Char.Use correct sim and type to perimeter on the back of the control housing See meet electrical codes Leave 4 feet of slack who at diagram 31 Insert Me control into the wall cavity generator location for finish hookup.Connect the generator to a dedicated dreads breaker.A RR device B_OPTIONAL SECONDARY GENERATOR CONTROL: is not required by UL One"nay beinstaled H required As an option,a second R301 control an be installed by local codes or the owner A Gil device will tend to with an AR generator to provide ON/OFF control both nuisance trip due to heater element aging Inside and outside the steam room The second control should be installed as described in para- graphs 2 8 4,with the second control wire plugged Into the same connector Tel connector as the first R301 control awes saaa acolbumdr �i IEREC. AR or Al( 17, 20, 30, 3K20, 3K24, 3K28& 31(36 page 14 1110 System Installation and Service Instructions DIAGRAM 32 DIAGRAM 33 DIAGRAM 34 WALL 1 GANG � pO1101141 80Y *, WpIE % SILICONE izymin OAWB DECMAIPM CONRw[wvm �/�/ PLATE 6FNSOR IWAPEeATURE ``/ EA110,0000017 w C•�' �—. COMMA j PROM PPOOMEO J EFIMOR Fl DOWN .JI H0UMN0 MOLE / 1 i MOLE I gi ELECTRICAL INFORMATION CHART STEAM GENERATOR MODEL AMID AG7 AG10 30112 3M14 306 301E 3014 NO. AC VOLTAGE 2011140 2035240 2051240 208 208 201 209 2011 PHASE 1 1 1 9 3 3 3 3 NOMINAL WATTAGE D 205 1000 5250 TWO 12900 14000 e000 12000 14000 ®240 10000 T000 10000 NIA NIA NM NIA NIA NOMINAL AMPERAGE @2C6 361 263 361 333 401 21.9 333 40.1 D 240 415 290 416 NIA NIA NIA NIA NIA lit RECOMMENDED a 209 50 35 50 SD 60 30 50 60 PROTECTIVE DEVICE a 240 60 40 60 NIA NIA NiA MIA NIA RECOMMENDED MINIMUM COPPER 5.2 WIG ed WIG 6.2 WIG 8-3 WIG 6A WIG t04 WIG 6.3 WIG 64 WIC SUPPLY WIRE' 'Observe wire sizes for 200 VAC installations.205 VAC wired units mini be supplied with 6 minimum 0195 VAC while operating(beatlepl.WA is rated ler capper wire only.All wire la UL approved 3IMI 75'dot.minimum unless otherwise spurned. DIAGRAM 3$: 3G or AG SLAVE GENERATOR DIAGRAM 37: MASTER GENERATOR it 0 .i81C $11SC.fill I ill ILJI �I��il. �St6 D J�p; lI O !;10:43 5 — J1 J I EI II, '' i`� ° b I'i R7I8 @7 1 ° �fl f 1 p Off 02 1 From WAG To AM Master PCA—, From 2ndAG 4211.105 51001 AR or AK 17, 20, 30, 3K20, 3K24, 3K28 & 3K36 page 15 System installation and Service Instructions SECTION 6C: WIRING INSTRUCTIONS(AG GENERATORS) ( WARNING SEE ELEC. INFO. CHART,DIAGRAMS 24,26 AND THE WIRING DIAGRAM ON PAGE 24 I 1.ELECTRICAL ROUGH-IN a.Conned the ground wire to the ground lug(green Electrical shock hazard•Disconnect Site wire for the Generator as Indicated by the Elec- screw an(unction compartment wall) all electrical power before servicing trial Information Chart on Pahl 14 Use corned aka Generator.All whiny should be er the Gen and type to meet electrical codes. Leave 4 teal of 3.INSTALL SLAVE CONTROL CABLE installedena lisenhid electrical slack wire at Generator location for flash hookup. a.Route one end of the slave control cable throughby Connect the Generator to a dedicated dreuil breaker the Generator hole marked 'Control Wiring Entry. contractor In accordance with local A GFCI device Is not required by UL One may be Use the strain relief provided Plug the slave control and national codes. Installed It required by local codes or the owner. A cable Into the connector J7 on the AG PCA. See GFCI may nuisance trip due to heater element aging Diagrab.Conned m3the other end at the slave control cable to The Generator Is designed for 2.ELECTRICAL FINISH the Master Generator See Clawam 37. hookup with copper wire only Materials(locally available): -3/4'Strain relief for supply wire User Shock Hazard?Installer must -CircoH breaker per Electrical Information Chart. maintain control wiring segregation. a-Route the copper supply wire with appropriate All control wiring must he restrained strain relief through the hole marked POWER ENTRY lathe Control Area°designated in b.Cannot the supply wires to the terminal block Diagrams 36&37. marked L1 and L2 Protect the AG sable per local SECTION 7: OPERATIONAL TEST codes it It is maid In: I Areas exposed to weather; Chemical or hazardous eed 1.Assure power and water are on or moredepedgng on tie Dower rating 1:'e normal for atmospheres;ittemperature sthat may ...It the how of steam out the steam head to slew her up their femperalnre ratings ar..,It 2.Press the ON/OFF.The control should light-up. to 10 seconds each time the unit calls for water. rooted adjacent to wires with voltage above 240V. 3.Allow 10 minutes for the steam to start 7.The unit will shut down automatically In 30 min- utes it the R301 or K30 Cartel Is used.or up to 60 4. Once the steam starts,press the OWOFF The minutes If the K80 Control is used When the time steam should slap;there shouldn't be any walerilow runs out the steam will stop and there should not be The control should not be lit-up any water few.The control should not be lit 5.Press the ON/OFF The control should RgM up. 8.If the unit does not operate as described above, refer to SECTION 9:TROUBLESHOOTING GUIDE B.Within one minute the unit should again produce steam.it should call for wateronce every two minutes THE UNIT IS NOW READY FOR OPERATION. SECTION 8: SERVICE SEE WIRING DIAGRAM ON PACE 20 l 1. DESCRIPTION OF AMEREC AG(SLAVE)SERIES FLUSH TANK-Flesh monthly, or more often, de- GENERATOR pending on total water conditions. The AG Slave is controlled by an'AM Master Becer- ator. Control signals are transmitted to the Slave FLUSHING PROCEDURE: from the Master via the 8 wire slave control cable a.The Generator should be cool; provided. b.Turn to Section 8:SERVICE in the Installation and The AM Printed Circuit Assembly prouldes the Inter- Service Instructions of your Master Generator and lace circuitry between the AM Master and the AG tallow that flushing procedure The Stave Generator Printed Circuit Assembly The AG PCA provides the will mink the Master Generator; basic function necessary to produce steam.II cen- trolsmakeupaAter,providesa waterlevelpermissive e.II multiple ab1onatk drain valves are instead, tor powering the elements and provides raw OC Ghee that all The drain state)are opening and power for Ise system closing together. 2. MAINTENANCE OF AM OR AG SERIES STEAM GENERATOR VISUAL INSPECTION•Whenever the Generator is opened inspect tor any evidence of water leaks Inspect the wiring for any evidence of overheating Check all electrical connections for tightness tanner$nag mil%nueder EAMEREC. AR or AK 17, 20,30, 3K20,3K24, 3K26&3K36 page 16 System Installation and Service Instructions DIAGRAM 38 DIAGRAM 39 Venial a 15' `f �i1i�� diealmanon /=�'lpi olj., Iii L j/14 Healing ��//l (• J1f�:-,4+ Element , `� .104 c- access r U, Area l r Gasket Heeling Element DIAGRAM 40 ...__ k ) .„ +`1✓ � , `/ j<. A . to MOVE COMM 416161.1111711. ,� ogitiN. ti ern LOT W MI POST USE NEEDLE/0SE `? 1 irk' �'�.i�i MUSE'to NO I \'� � �iE i (.. onIO JRTs AS NEEDED et DIAGRAM 41 _- DIAGRAM 42 Note tab onset . II In opening , r:rr t� t 1I da Level Probe y 1 ( niii-i>,. - tiff loSP 0 Fa st-Onn` ��t`■�Lug �_ -I. ;Cr . lW 4E1t-1 S S-1004 /I/A�ERFC. AR or AK 17, 20,30, 3K20,3K24, 3K28&3K36 page 17 1 System Installation and Service Instructions SECTION 8: SERVICE (centtaaed) WARNING SEE DIAGRAMS 98,39,40,41&42. 3.REPAIR OP AM OR AG SERIES GENERATORS three level probes. All electrical supplies should be a.ELEMENT REPLACEMENT cm.s Disconnect SOLENOID REPLACEMENT: disconnected before servicing power from the unit Turn the water Generator. Disconnect power from the unit,Drain the tank Open supply OFF.Disconnect the water supply from the the frroM and HEATING ELEMENT ACCESS covets. water sotenok1 valve Remove the front cover Re- Noll the wire camectbns.See Diagram38 Remove move the two blue wires from the water solenoid the element wires.Using a hot water element socket. valve Rotate the sell-uphlentng hose clamp so It can For continued sale operation as remove the element.To install a new element,mount he loosened with a pair of pliers Squeeze the clamp factory authorized replacement a new element gasket on the element. Clean the and move it down towards the shell and or the valve elements only. element port and add a light coat of Reclorseal No 5 outlet tube.Remove the two 1/4'-20 hex head bolts pipe thread compound to the threads Insert and and lock washers that attach the valve to the chassis hand tighten the element-gasket combination.Notice Pull the valve off the rubber Re hose To install the the element end orientation as shown In Diagram 39 valve,reverse Mese Instructions.Test the unit per Electrical Shock Hazard.PCA's have Tighten the element until until the orleMelon is the SECTION 7:OPERATIONAL TEST exposed 200/240 VAC on thens seine as Diagram 39,s 15^.The gasket should be set Disconnect 200/240 VAC power to Um and tight but not deformed to a rounded or bulbous d.LEVEL PROBE REPLACEMENT: appearance If the drain valve was removed reinstall DIsconnect paver from the unit,Remove the front generator before servicing. It Reconnect the wiring.Test the unit per SECTION 7- cover Disconnect all three(3)wires from the water OPERATIONAL TEST Check for leaks al lie element level probe.Using a t•1/4'box wrench,remove the Replace the front covet and the HEATING ELEMENT levelprobe.Install a new level probe.Tighten until the The relays maybe damaged if Me ACCESS cover bottom of the plastic nut Is 1/8'to 3/8'inch above the lop of the port,See Diagram 42.Reattach the three correct urlenlal/on al the connectors b.PRINTED CIRCUIT REPLACEMENT (3)wires Test the unit per SECTION 7:OPERATION- Is not observed.See Diagram 41. Printed circuit assembly(PCA)removal and replace- AL TEST meet must be performed In the sequence described below. My other method can damage the PCA's IMPORTANT The blue wire connected to"L"and"P3-on the IMPORTANT PCA must be connected to the shortest of the The PCA s contain static sensitive devices, three level probes Static electricity may damage PCA's Handle accordingly IMPORTANT To remove the PCA:Disconnect power from the unit The level probe may be extremely tight Damage Note and lag the positions of aft wires that plug Into to the insulation or chassis may result unless the printed circuit assembly mounted relays.Remove the tank Is properly blocked or supported all the wires from the relays When removing these during probe removal or Installation II may be wires,pulon Iheconnector,not the wire Disconnect necessary to completely disconnect and a9 three(3)wires from the water level probe Next disassemble the Generator slide these wires out by slightly bending the wire clamp retaining these when.Disconnect the two(2) blue wires from the water solenoid valve Flue(5)or seven( stand offs hold the board in place.Remove all the Mend oils by pinching the tops When R is completely disconnected.II may ba lifted out of the enclosure. See Diagram 40 To install the band, reverse this procedure Test the unit per SECTION 7: OPERATIONAL TEST. IMPORTANT The blue wire connected to"L'and 73"on the PCA must be connected to the shortest of the 4211.103 3-10.01 fxeldit S000' ,III '��'r�aRIF.REC. System Installation and ery Service Instructions 36 page 18 SECTION 9: TROUBLESHOOTING GUIDE There are no User serviceable parts in the Generator All repair should be performed by a quaffed service person For additional assistance or the factory authorized service person nearest you cal.AMEREC Service Department at 1.800-331-0349.The Troubleshooting Gulds below Is meant as a general aid only Follow ACTION ID BE TAKEN In order until the problem Is resolved.Where replacements or repairs are Indicated,see the appropriate paragraph of SECTION:8 SERVICE TAKE I SYMPTOMS PROBABLE CAUSES ACTION TO BE TAKEN Cott torn bm'ON' Impoper power suppled(o povis4 1 a Make sue cheek breaker is'O E,208r24W suppled (Conte lipid oiq. or b Using a scenic check be votive across to to pees on te'PCA' Coned improperly combcbd printed axed assenty.Wlege should be 208V or c Check fuses on be PCA l s)ae blown,spice Mb Busse Not Coned Cables rust AM'RCA'prided dud assembly is fa ly kit].1511T or metaled bee pee fuse bbwa again-cal MENECs be comely plugged In or Service Depabment babra power is end or Camd cable leMAN 2 Wm off poor b the geerabr or 1 Check carols)maed per Sedan 84 Reapply poser ad Est Cbnbl Is holy operate 4 Replace AM PCApddad Mud asserraly-callAkERECs Service Dept 5. Replace serial cable-all AMERECs Service Depabert 6 Replace le control-Cal AME lets Backe Department Meier will is Inoperable MA!Aster PCA urel Is Ely Call AAEtEC Service Depdbnere Save ma(s)ae OK Muter me is QC AM tier RCM,*Ely 1 Make sue to Save ward cable Is cosected The only Slave rail or 2 In be Molar sot move to Sava carte&cable b be unwed comecor lcoerdde Save control able is WIN on beAMPCA. or a a 8 synpbms disappear replace the AAA PCA.it emblem smoke Save rrkt le Ely call AhEREC Service Dept b lsymptoms tenth Ea same,gob Tenet Mader erg IOK AM Master PCkutlady Ilate Mister unit sup the Stem cereal cables on toAMPCA One of Slave untie is or 2 If be symptoms move b the other SEse uatre ate AMPCA inoperable Sex owed cable Is fatly 3 Its symptae mein the sane,seep be Sore Generate ends or doe Slave coned cable batmen le Slave this Shwa udlElady 4l lie symptoms rovebbe other Slave Unit the Slave cot' cable ometied b the toperebte Save sit is fatly-reptaa t S VIM sympbno remain The some,go b NEE t Mantel Is CK Slave odd cables we tufty 1 Make sue got tie Save onbd cables am co ectd Bob Save at am or 2 Replace the AM Master PCA unit Inoperable. AM Metr PCA ual Is billy TABLE II SYMPTOMS PROBABLE CAUSES ACTION TO BE TAKEN Mastercoraol ter Wats solenoid vibe la abet open I Tum o8 power b be Shoe Catnips A be war sops,go b slap a Water wadi slut fed net or 2 a R4rneve be rater soleoidvdve,disassemble,clean,reassemble, out of le Save units skink AG PCA Is ably and dock lea pops operate Mad or b Replace valve if problem remars of AMEREC Se vk:e Depaknent Save cored cable Is fatty a a Unplug the Sbae control able enacted In be Save rant or b Tam 04 power bleSlavatat AM htasEr Ptkui Is fadiy a twat s slept nmkg,replace be AM PGlb be luster unit d,8 the war doesdt abp rug,Cal AMEREC Service Department 4211-I08 5-1004 "����AMFRFC. AR or AK 17, 20, 30, 3K20, 3K24, slits & 3K36 page is System Installation and Service Instructions TABLE II Cent SYMPTOMS PROBABLE CAUSES ACTION TO BE TAKEN Master control'OW Comedian batsman he blue vim end the 1 Check the green ground wires b Me Slave ate test tie PCA Note:Notused on NMeraon't shut of and nra velar level probe Is bulb later models outof tie Slave Mrs steam or 2 Omsk 1st a he bee and while vies are properly arched to he venter probe head AG PCA is kiddy 3 a Unplug M Steve conkd able corrected b be Slave one a b t wake sbps running.replace the AM PCA in to Master unit Slave cored cebte is bully c f he weer doessdl slop nedeg.Cat AMEREC Service Denuded a AM Mesta PCA sit s bully Master Unit deems temper or no poser supplied 1 a Make sue he circuit beaker to to Slave unite'ON' Slave unh won't stem a b Using a votnetas desk be voltage epos Us tso bees on the Slave PAL ' No seater supplied Udbge should be 208240V or c Check fuses on the Slave PAL f tae(s)am bows replace lash Buss Rugged water solenoid valve P.O.16r1W Or enameled bee If the fuse boas agan•coil Mascots a Service Department Water level probe Is fault 2 Chad for poper aster supply Simply valve'Onto Save ML or 3 Checc for Sere(or common)drain valve dosed Bea od hazing demons 4 a Push to Master units coreol'OFr a b Open gm Slave(acommon)drain valve aligning tarok b den canpksy AG Pete faey c Close the drainveve or d Push to Mosier units Dodd'Ott Mae control cable is bully a thief begin rhag listen ter acick noise ante Shwa mil%41t 20 a seconds Sr dick noises teed,the water III ail sled of ibis vial Indicate AM PCA in be Master unit Is fedi Me Steve trek s lug.Gob step 7 If the ark does not SI•Sea SYMPTOMS: 'Slave wawonl All up' 5 0 the Save link has Sad but he relay cick was not head,temporarily ground I e leo keg probes et he weer level probe If he tick is heard as bah the probes ere grounded,check probe dig.Itak replace he level probe IS dick is not heard go to slap 6 6 Cal AkEREG Service Deperlment Master wilU'Of I eoperornopowersupplied I aMdcesae lie circuit brakes o the Slave unit is'O4' Slave brit disked or b Using a refine*dhedk the voltage across he Mo byes an he Slave PCA Save limit mei M up No wider supplied Vobage should be 203124W. at c Check fuses on Me Stave PCA t beets)ere blown,replace sib Buss I Plugged water solenoid rare MDL 151100 a equivalent has II Me kiss bows ages•oil AMEREC or Servos Depa$unent Water solenoid valve bey 2 Check or propervelashppy(soppy valve'OW) Check ter drain valve dosed or 3.Reprove the blue sire tam he level probe Kire unit 614.dean or replace the level probe Maly level plebe or t Retained tie blue vie b he shortest level probe Al the wider valve solenoid, AG PCA bitty side beds the and comeobr enough to gel the voltmeter probes on he solenoid a smiles Measure be voltage across the solenoid em irds f t Is idol 208/240V. Sieve control care bulb replace the FCA It 20324DV Is bunt proceed sigh steps 6 6 6 or S Remove seer solenoid velva dsasembla deem reassemble and duck for AM PCA In tie Fleeter mils bob piper operation 6 Replace the water solenoid valve 7 Cal AMEREC Service Department Weer aonbsrepy spiders eel Foaming contiem ante in Ire rater soppy I Rush lei 3 Ines See Secim B:FUSING PROCEDIAtE deny steam heed 2 Celt NEMEC Service Depehhsenl 4111-lea 3-1044 continued r II%JEREC. AR or AK 17,20, 30, 3K20, 3K24, 3K28 & 3K36 page 20 � !') System Installation and Service Instructions DIAGRAM 43(AM GENERATOR) 1 tll ill0 e%) S: ' % 0 G`°# :' - o p a N . 0 A{ t� Se R 4. ax LerO ' m Oyll0111 10 'f►M 1 $ .tea ...IL ' M O :a.; 0 MO ii 0 ir:,:iii. N _.......72„ .IN...- . 1111 ® -.:. 0 . sir 1,1 Q f I 79 ILL 't� l�F` w rr If 4211.101 5.1044 I I AR or AK 17, 20, 30, 3K20, //'///AMEBEc" System Installation and Service Instructions 36 page 21 PARTS LIST(AM GENERATOR) PARTS AND/DR RETURNS: NUMBER PART NAME DESCRIPTION 'For assistance or parts ordering,please 1 FLAME CHASSIS contact your local AMEREC Dealer or 2 TERMINAL POWER INPUT TERMNALBLOCK AMEREC at1-801F331-0349.Please help 3 COVER FRONT VLTH WD LABELus to serve you better by: 4 COVER ELEMENT ACCESS 1. Identifying the problem by using the $ troubleshooting guide In this manual, TANK TWO ELEMENTS ' 6 INSULATION BLANKET 2. Read Number 12,the UL Ratings La- 7 BRACKET LBRAgtET bel,to obtain your unit's model arid code number 8 MPRE DRAIN NIPPLE 3.When ordering parts,please provide 9 TERMINAL OPTIONAL AUTO FLUSH TERMINAL BLOCK the number, description and quantity 11 CAP CAP,111 EAD PROTECTOR needed. When ordering wires or wire 12 LABEL IL RATING assemblies,please describe the wires by 13 PROBE TRIPLE LEVEL color,location and/or their connection points. 14 E]Eb1ERT FERACEABLE ELEMENT 4.Do not return any material to 15 VALVE WATERINIET AMEREC without first contacting 16 CLAMP SE F-TEIRENIN3 AMEREC tore Return Authorization Num- t7 Fi05E WATER ber.Freight must be prepaid to AMEREC 18 CLAMP AUGER 19 VALVE MANUAL DRAIN 20 GASKET ELEMENT 21 BRACKET IAOLNIING BRACKET F 22 VALVE PRSSILt RELIEF 23 PCA 'BLACK'PPoMED CIRCUT ASSEMBLY, 3K 24 LUG GROUND 28 BOLT 1/420 x 112' 28 WASHER 1/4'LOCK CONTROL 33 HOUSING CONTROL HOUSING 34 CABLE CONTROL CABLE 35 SENSOR TEMPERATURE SENSOR 38 CABLE TEMPERATURE SENSOR CAME 3T STEAM HEAD DISPERSION HEAD(NOT SHOWN) 38 PLACARD SAFETY(NOT SHOWN; 39 LABEL WFRE DAGRAM 40 FUSES 15/103 SLOBLO(NOT SHOWN) 41 FUSES 3ASL0.BLO(MOT SHNIM) 1 43 STANDOFF STAND OFF _ 44 COVEIELATE DECORATIVE CONTROL COVER PLATE 45 CONTROL FOG CONTROL r:n.ias s-ie-or COngallfdlt IIIIIIAMEREG" AR or AK 17, 20, 30, 3K20, 3K24, 3K28& 3K36 System Installation and Service Instructions page2z DIAGRAM 44(AG GENERATOR) Ile S G'::::4 —SDsa 0 C N lib, .„,c.sca._ co -----,-- , , ;Fr ...,-.0-,,,..,,.. ...... . ,n,.....„_. _ ,. . is, r. 0 - -sioroLfzi„. 1 , z O • — 0 ° n O a Qd Quo 0 •—w WI k, 4‘NS1,-ii: cttaT, � _ '�,;. m `! {� .. .1 a_d 4.— ui+-ioa o-+oa AR or NAM c" System Installation and Service Instructions S6 page 23 PARTS UST(AG GENERATOR) PARTS AND/OR RETURNS: NUMBER PART NAME DESCRIPTION •For assistance or parts ordering,please 1 FRAME CHASSIS contact your local AMEREC Dealer or 2 TERMINAL POWER INPUT 1ERMNALBLOCK AMERECat1.800-331•D349.Pieasehelp us to sense you better by: 3 COVER FRONT WITH W/D LABEL 4 COVER ELEMENT ACCESS 1 identifying the problem by using the troubleshooting guide in this manual. 5 TANK TWO ELEMENT S INSULATION BLANKET 2 Read Number 12,the UL Ratings La- 7 BRACKET LBRACKET bel,to obtain your unl's model and code number. 8 NIPPLE DRAM MPPLE 9 TERMINAL OPTIONAL AUTO FLUSH TERMINAL BLOCK 3 When ordering parts,please provide the number, description and quantity 11 CAP CAR THREAD PROTECTOR needed. When ordering wires or wire 12 LABEL UL RATING assemblies,please describe the wires by 13 PROBE IRI'LE LEVEL color,location and/or their connection points. I 14 ELEMENT REPLACEABLE ELEMENT 4.Do not return any material to 15 VALVE WATER INLET AMEREC without first contacting 18 CLAMP SELF TIGHTENING AMERECforeRetumAuthorizatanNum- 17 HOSE WATER bar.Freight must be prepaid to AMEREC 18 CLAMP AUGER 19 VALVE MANUAL DRAM 29 GASKET ELEMENT 21 BRACKET MOUNTING BRACKET 22 VALVE PRESSURE RELIEF 23 PCA 'BLACK"PRMiED CIRCUIT ASSEMBLY,AG 24 LUG GROUND 28 BOLT 1/4-20 x 117 29 WASHER 1/4'LOCK 37 STEAM HEAD STEAM DISPERSION HEAD(NOT SHOWN) 38 PLACARD SAFETY(NOT SHOWN) 39 LABEL WIRE DIAGRAM 40 FUSES t51IL'SLOBLO(NOT SHOWN) I 41 FUSES 3A SLO-BLO(NOT SHOWN) 43 STAND OFF STAND OFF 44 CABLE SLAVE CONTROL CABLE(NOT SHOWN) I 4211-lee 5-1001 CO nid r I��fmAMEREC. AR or AK 17, 20, 30, 3K20, 3K24, 3K28 & 3K36 page 24 IA11� System Installation and Service instructions WIRING DIAGRAM DONTROL SINGLE PHASE STEAM GENERATOR WIRING DIAGRAM (ORRDR)aNkm.ohm*a comma •umsRn • DIGITAL CONTROL NC MASTER iNoteuoxm/DxtrtALeawTRvtW I mae �., sae oorz . CD J� I 0 Inun,•, a li lei j ■ " ' oRva� R ', 'l Cj' �n'11 M o' M.�i WAD e emelnsaa /' s"�a _.• RIB t s �� rtalwAw s y � � L MD Re] PIP1 Ell a lit rim �� iPrP lm$IQt w1 IAMsTaar on 92 � �1 WOW MAW j u u New L (pt j Can comas ONM i wme a®GLBYMEMGPGYDIENEFdDEG �---' 8GMNL11ETI R 1 I itl61Ncmo41193.e0O �D.OTKT1EflBPDSRIEG. i 0 0 N MGMMDDUUGM Mal EntMDDARCABIE TOSECOND aTEA 0n13M7011 STEAWIEN) 'roR roETmRI OPTIONALME AM rsvos, TDtngxl oar&TRAP MM tteRACTS CONTROL TEMP W111RO1 TB.9'N�RRp. SINGLE PHASE STEAM GENERATOR WIRING DIAGRAM GANG CONTROLLED UNIT psnae Arm vt � /Wp� a E SDI ra ;� ©] P , R♦ MM. 1 i1 WE ! M �_.s ryp_ la auc ttxluloemrt Lops: —'• w2laM1 a IrrI MEMr R a L r nn nn SE Ze1 moss swam 'mantas aWT 0 It 12 MODULAR CASTE TO AMTERSTEAM mumox GENERATOR 421148 540-E7 A • '� AMEREC_ 3K20,3K24,3K28,3K38,AR or AK 17, 20 & 30 System installation and Service Instructions page 25 WIRING DIAGRAM S PHASE STEAM GENERATOR WIRING DIAGRAM (OPTION)ONIOF710 AIME CONTROL „unia,d„1x DIGITAL CONTROL AND MASTER OPTION DIS W) , tp ,... 1; AN 1•N � 11OY6RMMI ��Y1 �.�' ,, a tom N. Mit wan masa ..". • 1:1?!:in --- mu I.• nus iii WAmvaw • ° Oa Dial -- tar rn, ',r�11 w s ,,,�� eNrrr ©p ( p o CrED Melt �� Q p ���' Y 'ask 411DBLOWI1 to PAST-SLOW I 0ulMweflBn I _Th 472 ROOM N. 1 II T q o ,pSENSOR / ERATURE LI 12 U NSWµ ". CONMO SONLv1 i =MTALMOW COMM cm 0®K®1RNPBMNNSIO� /'� ,- OO MUM TIER AMD3111B/6WlBlmAOIfW! / /I I '"1 "alOOOL80-0NOPSIIM OWL WSW MU W CI CI MODIAARCABIE MODULAR MIMI hICOE:TP MISMHOS IM G Ill" TOO9IEM &1PA(QPOiETAAiOR aTrAN raE WI" ornotutseconn PRIMARY DpRALTME n4,ANS NO1TAL71MEMO TEMP CONTROL TEMP COMM I S PHASE STEAM GENERATOR WIRING DIAGRAM .Y GANG CONTROLLED UNIT 13 ewe A \ m . [LAT1r 'I I anus©an w' O O s. :if , a WNe f O dNleRmsrt »+ • L ww WAwlvxw .�,■}CIS 0� :ir a » may( fA..�. I I L U - i II :©a�-, 10trMELOALOW IA MUMMY MI I 1-,_____V El. 9O LT 12 u M AR PTO\ MOM EINERAION Amerec -Steam Chart Page 1 of 1 i I. WIRE BREAKER *MAX MODEL SIZE **PHASE VOLT AMP SIZE KW CU. FT. 10-2 240 17.0 25 4.0 75 AR4 WIG 1 208 14.5 20 3.0 50 AKS/AR5 10-2 240 21.0 30 5.0 100 AK5/AR5 W/G 1 208 18.0 25 3.7 60 8-2 240 25.0 35 6.0 160 AR6 WIG 1 208 21.7 30 4.5 85 AK7/AR7 8-2 240 29.0 40 7.0 220 AK7/AR7 W/G 1 208 25.3 35 5.2 110 6-2 240 35.5 50 8.5 300 AR8.5 W/G 1 208 30.7 45 6.4 190 AK10/AR10 6-2 240 41.5 60 10.0 400 AK10/AR10 W/G 1 208 36.1 50 7.5 250 AK17/AR17 For electrical specifications 725 AK20/AR20 please call the factory at 1-800-331-0349 900 AK30/AR30 1350 Shipping: Weight 32 lbs., Size 7-1/4"x 20-1/2"x 23" IMPORTANT: The maximum cubic footage Is for reference only.Complex room I construction and materiel variables may substantially alter the model required for your installation.For further information see-ilia Steam Room Construction and Generator Sizing Guide".Manufactures of room construction materials should be consulted for approval of material use In a steam room environment. ** NOTE: Contact factory for information concerning 3 phase operation and ganging multiple units. NOTICE: SPECIFICATIONS SUBJECT TO CHANGE WITHOUT NOTICE. ter lt "1?e-' sla0c 7Kau tgo10 'r Di m e �j Off of- I CviIT1 fYo 1 I ( • Keitel stiffly http://www.amerec.com/steam chart.htm 6/9/2004 04/03/2006 14:01 8645786667 ' DIE PAGE 01/01 Anacortes Holdings LLC 988 Villa Montes Circle Corona, Ca. 92879 Tel. 310..801 9080 Fax 951.898 1354 April 3, 2006 Via fax to: 360.293 1.938 Ms. Michelle Deaton Permit Technician City of Anacortes Anacortes, Washington Re: Renewal of building Permit at 2404 Washington Court, Anacortes, Washington Dear Ms. Deaton Anacortes Holdings LLC/Sam Chebeir has cancelled the construction contract with Cline Construction and Design Co. effective April 1/2006, anal plan to finish the project myself as owner/builder assisted by Mr, Jerry Henry as project manager. • Mr. Henry has full authority to represent Anacortes Holdings LLC and Sam Chebeir in all capacities and circumstances, and I appreciate your help in cooperating with Mr. Henry to renew/obtain the building permit for the above mentioned address. Ti'you have any questions,please feel free to call me at 310.801 9080 l Sin, ely, u- m coif _ Sam Chebeir N J CO * m rn K- V V if- Z * * -.et V e Principal o o 4 N % WI- to; .,F W -M * if p 0 iF -- O O +f- -- if. if- iF i»v3 +. es if 94 x c aF «- , - * o if. Z i4 a iE E CO Fy if ,Q iF - - if- cc ¢ .K, -1i 1- it e ._ iF iF f0 U -X- E -X- if- O al II - o 0 if- -%- V ti if. -X- tit II II I Z iF C CO N Z II it i'' * COF 44+ E CI - °-iZf- iF cc iF >, U if- 'ED }F *- W 4-1 ^ ixf 2 W -lc-- N -%- * W = c0 _yf. Z a # !r iF -O iF Li_ c, -I-1iF Fti V' iF * a) if- Q O „ J Y m iE -%- L ta - -* F- 3 I- if- o o V' if- -- aI +-' -X- I-I iE if- it -O O E V Q - „ 1--o a - -N C F. - if f1 CV >+ C a1 iE iF a . if- \ U „ -- t0 ++ r i-, i4 * ^ -M O u a] „ 0- CO C 4- -X- c0 co-x-44 O (r if- a f n if- -% i-i U O Ql 'K' E CI 14 it 0 e I '4 -N I-- Cr CO r _ _ .2 41F GS IC0 , City of Anacortes Permit#: BLD-2004-9781 904 6th Street Issue date: 08/18/2004 .�,,�,,,,. P.O.Box 547 Expire date: 08/18/2005 `.W'r___y—�+ 0: Anacortes, WA 98221-0547 c, w (360) 293-1901 Job Address: 2404 WASHINGTON CT Permit Type: Single Family Residence Permit ANACORTES WA 98221 Project: APN: Remarks: New single family residence. Owner: SAM CHEBEIR Contractor: CLINE CONSTRUCTION & DESIGN Address: 988 VILLA MONTES CIR Address: PO BOX 1055 CORONA CA 98 ANACORTES WA 98221 Phone: (909)898-8989 Phone: (360)588-8701 License#: CLINECD992C6 General Information: Fees: Lot Area 16670 Building Permit Fee 1,683.00 1st Floor Square Footage 2368 Plan Review Fee 993.95 2nd Floor Square Footage 4077 Mechanical Permit Fees 147.50 Garage Square Footage 1463 Plumbing Permit Fee 223.00 Deck Square Footage 1073 State Building Code Fee 4.50 Building Valuation 600000 Sewer Inspection Fee 50.00 I # Forced Air Furnace <=1,000 1 Storm Drain GFC-Residential 1,126.00 #of Bathtubs 4 Sewer GFC-Residential 4,682.00 F #of Clothes Dryers 1 Park Impact Fee 615.00 #of Clothes Washers 1 Traffic Impact Fee 900.00 #of Dishwashers 1 Total Calculated: 10,424.95 #of Gas Piping 1 Deposits/Receipts: 0.00 #of Gas Water Heaters 1 #of Water Piping 1 Total Due: 10,424.95 #of Hose Bibbs 4 #of Kitchen Sinks 1 #of Lavatories 5 #of Range Hoods 1 #of Showers 3 #of Ventilation Fans 10 #of Water Closets 9 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR.LOCAL LAW REGULATING CO TR CTION OR THE PERFORMANCE OF CONSTRUCTION.tSIGNFyYQRiE OF OWNER OR AUTHORIZED AGENT ISSUED BY 'G17C Y Off City of Anacortes Permit#: BLD-2004-9781 904 6th Street Issue date: 08/18/2004 r " Y P.O.Box 547 Expire date: 08/18/2005 r ,,imartri Anacortes, WA 98221-0547 ,9 1s (360) 293-1901 eogr� Job Address: 2404 WASHINGTON CT Permit Type: Single Family Residence Permit ANACORTES WA 98221-4834 Project: APN: Remarks: New single family residence. Owner: SAM CHEBEIR Contractor: Address: 988 VILLA MONTES CIR Address: CORONA CA 92879-8879 Phone: (909) 898-8989 Phone: License#: General Information: Fees: Lot Area 16670 Building Permit Fee 1,683.00 1st Floor Square Footage 2368 Plan Review Fee 1,093.95 2nd Floor Square Footage 4077 Mechanical Permit Fees 147.50 Garage Square Footage 1463 Plumbing Permit Fee 223.00 Deck Square Footage 1073 State Building Code Fee 4.50 Building Valuation 600000 Sewer Inspection Fee 50.00 # Forced Air Furnace<=1,000 1 Storm Drain GFC-Residential 1,126.00 #of Bathtubs 4 Sewer GFC-Residential 4,682.00 #of Clothes Dryers 1 Park Impact Fee 615.00 #of Clothes Washers 1 Traffic Impact Fee 900.00 #of Dishwashers 1 Total Calculated: 10,524.95 F #of Gas Piping 1 Deposits/Receipts: 10,424.95 #of Gas Water Heaters 1 #of Water Piping 1 Total Due: 100.00 #of Hose Bibbs 4 #of Kitchen Sinks 1 #of Lavatories 5 #of Range Hoods 1 #of Showers 3 #of Ventilation Fans 10 #of Water Closets 9 THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL ' PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY \ ; jmv STRUCTURAL, CALCULATIONS FOR STRUCTURAL REPAIR 2404 WASHINGTON COURT Anacortes, WA. July 25, 2008 Job No. 08-075 © Job No. 08-075 Revised 08-07-08 PREPARED BY: SCHEMMER ENGINEERING INC. '' � ' 317 Commercial Avenue, Suite 101 '',,,; •, Anacortes, Washington 98221 N': 2r481 �� (360) 293-9006 °.�F$GrsTER<Gr www.schemmereng.com SS/ONAIE� EXPIRES: 04/ 16/01 Rev. 580004 Page 1 Multi-Span Timber Beam Description New Garage Beam General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined i Truss Joist-MacMillan,Parallam 2.0E Fb:Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi Spans Considered Continuous Over Support Fv:Basic Allow 290.0 psi Load Duration Factor 1.150 Timber Member Information Description 1 2 3 .Span ft 16.00 12.00 10.50 Timber Section Prilm: Prllm: Prilm: 5.25x14.0 5.25x14.0 5.25x14.0 Beam Width in 5.250 5.250 5.250 Beam Depth in 14.000 14.000 14.000 End Fixity Pin-Pin Pin-Pin Pin-Pin Le:Unbraced Length ft 1.33 1.33 1.33 Member Type Loads Live Load Used This Span? Yes Yes Yes Dead Load #/ft 1,016.00 1,016.00 1,016.00 Live Load #/ft 750.00 750.00 750.00 Results k Mmax @ Cntr in-k 448.3 40.6 198.8 @X= ft 6.51 7.20 6.16 Max @ Left End in-k 0.0 -507.2 -204.5 Max @ Right End in-k -507.2 -204.5 0.0 fb:Actual psi 2,957.3 2,957.3 1,192.4 Fb:Allowable psi 3,327.0 3,327.0 3,327.0 Bending OK Bending OK Bending OK Shear @ Left k 11.49 12.70 10.89 ' Shear @ Right k 16.77 8.49 7.65 fv:Actual psi 299.9 218.8 182.0 Fv:Allowable psi 333.5 333.5 333.5 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k 6.61 16.95 11.15 LL @ Left k 4.88 12.51 8.23 Total @ Left k 11.49 29.47 19.39 DL @ Right k 16.95 11.15 4.40 LL @ Right k 12.51 8.23 3.25 Total @ Right k 29.47 19.39 7.65 Max.Deflection in -0.606 0.064 -0.118 @ X= ft 7.25 2.88 5.74 Query Values 0 Location ft 0.00 0.00 0.00 Moment in-k 0.0 -507.2 -204.5 Shear k 11.5 12.7 10.9 Deflection in 0.0000 0.0000 0.0000 �Rev 580006 Timber Column Design Page 1 Description General Information Code Ref: 1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined saanamalita- Wood Section Tmbrstrnd:6x8 Total Column Height 9.00 ft Rectangular Column Load Duration Factor 1.00 Column Depth (along y-y axis) 7.50 in Fc 1,400.00 psi Width (along x-x axis) 5.50in Fb 1,700.00 psi Manuf E-Elastic Modulus 1,300 ksi Truss Joist-MacMillan,TimberStra Unbraced length for"y-y"axis sideways deflection 9.00 ft Unbraced length for"x-X'axis sideways deflection 9.00 ft Lu XX for Bending 9.00 ft Loads Dead Load Live Load Short Term Load Axial Load 16,950.00 lbs 12,510.00 lbs 0.00 lbs Eccentricity 0.500in Summary i Column OK Using : TmbrStmd:6x8, Width= 5.50in, Depth= 7.50in, Total Column Ht= 9.00ff DL+LL DL+LL+ST DL+ST fc:Compression 714.18 psi 714.18 psi 410.91 psi !! Fc:Allowable 1,067.15 psi 1,067.15 psi 1,067.15 psi fbx :Flexural 285.67 psi 285.67 psi 164.36 psi F'bx:Allowable 1,690.07 psi 1,690.07 psi 1,690.07 psi Interaction Value 0.4330 0.6802 0.2636 Stress Details Fc:X-X 1,067.15 psi For Bending Stress Calcs... Fc:Y-Y 1,278.27 psi Max iCLu/d 50.00 Fc:Allowable 1,067.15 psi Le:Bending 16.56 It Fc:Allow•Load Dur Factor 1,067.15 psi (Lu-xx*NDS Table 3.3.3 factor) !! F'bx 1,690.07 psi Rb:(Led/bA2)A.5 7.019 Fbx*Load Duration Factor 1,690.07 psi Min.Allow k`Lu/d 11.00 Cf:Bending 1.000 For Axial Stress Calcs... Cf:Axial 1.000 1 Axial X-X k Lu/d 19.64 Axial Y-Y k Lu/d 14.40 1 Rev 580000 Square Footing Design Page 1 Description General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 6.500 k Footing Dimension 3.000 ft Live Load 4.750 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 4 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pcf rc 2,500.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 8.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar"d"depth used 6.438 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.648 in2 As Req'd by Analysis 0.0010 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% Summary Footing OK 3.00ft square x 10.0in thick with 3-#5 bars Max.Static Soil Pressure 1,370.83 psf Vu:Actual One-Way 16.95 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 1,370.83 psf Vu:Actual Two-Way 42.20 psi Allow Short Term Soil Pressure 2,660.00 psf Vn'Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 1.41 k-ft/ft 4 #4's 3 #5's 2 #6's Mn*Phi:Capacity 5.76 k-ft/ft 2 #Ts 1 #8's 1 #9's 1 #10's /�✓ �/_ v�i�GaCc ) isytzx?.1.) ir(12k 23i) : /o/6�" 15 zr?c/9ASGeoC Y! el-Z(eh rwo) 1-C‘iirrFs) = ?co d... i .. ' 4"THICK CONCRETE 8V80VER %� 1242 A MIN.6"COMPACTED FILL O Yq" 9 PROVIDE MIN 2"SLOPE TO DRAIN 8'-3 4 14'-8' 14'_fiy4' Q 18.-3y2. .. 16 -11 a. . FOUNDATION PLAN `',I c 4u r ht An �w 4 svt*en �a Ja G o.oc, F» p.0 ( co>ut-.J _ I r,;_ EXISTING CONCRETE WALL ,SOW CeG is vsl l , 4" kt" 'I�A'34.tr Tca- + (MA BARS-603T hit 4- ao 6-, 46rugie,D O v c-PTA-f ©f X 31 t=T65 • O ,D&C A No 4c1F ® COMPUTED BY DESIGN ANALYSIS DfliS SHEET OF I SCHEMMER ENGINEERING INC. CHECKED BY DATE MEND 317 COMMERCIAL AVENUE, SUITE 101 PROJECT ANACORTES, VIA 98221 (360) 293-9006 SUBJECT _i u / I Fut.: - t k I451, t!(1e.� i-0 - - flrr (col To fib) 1 l , , s\-T , 1,.........ai , , tie. in , it, _ _Tc..ts, .. t.t 8-01 :- 2 , a . 6 SoN Oic 4c ' / 6XII 6 Io �yL:2, Iv Nn �� LTP 4 : - ilakct <Jt t -- <ne ?CI FaA,2, STRUCTURAL CALCULATIONS FOR STRUCTURAL REPAIR 2404 WASHINGTON COURT Anacortes, WA July 25, 2008 140 Job No. 08-075 PREPARED BY: OE He ict1SCHEMMER ENGINEERING INC. I 11 Nc 317 Commercial Avenue, Suite 101 `• r"ZrrQ,• , Anacortes, Washington 98221 (360) 293-9006 47 www.schemmereng.com \�; 14' FGISTE�48 ,� � FSS/ONALt' EXPIRES: 04/ 16 /%' Rev 580004 Multi-Span Timber Beam Page 1 Description New Garage Beam General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined 1 Truss Joist-MacMillan,Parallam 2.0E Fb:Basic Allow 2,900.0 psi Elastic Modulus 2,000.0 ksi a Spans Considered Continuous Over Support Fv:Basic Allow 290.0 psi Load Duration Factor 1.150 Timber Member Information 0 Description 1 2 3 Span ft 16.00 12.00 10.50 Timber Section Prllm: Prllm: Prllm: 5.25x14.0 5.25x14.0 5.25x14.0 Beam Width in 5.250 5.250 5.250 Beam Depth in 14.000 14.000 ' 14.000 End Fbxty Pin-Pon Rn-Pin Pin-Pin Le:Unbraced Length ft 1.33 1.33 1.33 Member Type Loads 0 Live Load Used This Span? Yes Yes Yes Dead Load #/ft 1,016.00 1,016.00 1,016.00 Live Load #/ft 750.00 750.00 750.00 Results Mmax @ Cntr in-k 448.3 40.6 198.8 @ X= ft 6.51 7.20 6.16 Max @ Left End in-k 0.0 -507.2 -204.5 Max @ Right End in-k -507.2 -204.5 0.0 lb:Actual psi 2,957.3 2,957.3 1,192.4 Fb:Allowable psi 3,327.0 3,327.0 3,327.0 Sending OK Bending OK Bending OK Shear @ Left k 11.49 12.70 10.89 III Shear @ Right k 16.77 8.49 7.65 fv:Actual psi 299.9 218.8 182.0 Fv:Allowable psi 333.5 333.5 333.5 - Shear OK Shear OK Shear OK Reactions& Deflection 0 DL @,Left k 6.61 16.95 11.15 LLB Left k 4.88 12.51 8.23 Total @ Left k 11.49 29.47 19.39 DL @ Right k 16.95 11.15 4.40 LL @ Right k 12.51 8.23 3.25 Total @ Right k 29.47 19.39 7.65 Max.Deflection in -0.606 0.064 -0.118 X= ft 7.25 2.88 5.74 Query Values 4 Location ft 0.00 0.00 0.00 Moment in-k 0.0 -507.2 -204.5 Shear k 11.5 12.7 10.9 Deflection in 0.0000 0.0000 0.0000 Rev 580006 Timber Column Design Page 1 — Description General Information Code Ref:1997/2001 NDS,2000/2003 IBC,2003 NFPA 5000.Base allowables are user defined i Wood Section TmbrStn d:6x8 Total Column Height 9.00 It Rectangular Column Load Duration Factor 1.00 Column Depth (along y-y axis) 7.50in Fc 1,400.00 psi Width (along x-x axis) 5.50in Fb 1,700.00 psi Manuf E-Elastic Modulus 1,300 ksi Truss Joist-MacMillan,TimberStra Unbraced length for"y-y'axis sideways deflection 9.00 ft Unbraced length for k-x"axis sideways deflection 9.00 ft Lu XX for Bending 9.00 ft Loads y, Dead Load Live Load Short Term Load Axial Load 16,950.00113s 12,510.00 lbs 0.00 lbs Eccentricity 0.500in Summary Column OK Using : TmbrStrnd: 6x8, Width= 5.50in, Depth= 7.50in, Total Column Ht= 9.00ft DL+LL DL+LL+ST DL+ST fc:Compression 714.18 psi 714.18 psi 410.91 psi Fc:Allowable 1,067.15 psi 1,067.15 psi 1,067.15 psi fbx :Flexural 285.67 psi 285.87 psi 164.36 psi F'bx:Allowable 1,690.07 psi 1,690.07 psi 1,690.07 psi Interaction Value 0.4330 0.6802 0.2636 Stress Details Fc:X-X 1,067.15 psi For Bending Stress Calcs... Fc:Y-Y 1,278.27 psi Max lCLu/d 50.00 Pc:Allowable 1,087.15 psi Le:Bending 16.56 It FcAllow*Load Dur Factor 1,087.15 psi (Lu-roc*NDS Table 3.3.3 factor) F'bx 1,690.07 psi Rb:(Led/b"2)4.5 7.019 Fbx'Load Duration Factor 1,690.07 psi ;girt.Allow k'Lu/d 11.00 Cf:Bending 1.000 For Axial Stress Calcs... Cf:Axial 1.000 Axial X-X k Lu/d 19.64 Axial Y-YkLu/d 1440 5800°0 Square Footing Design Page 1 Description „General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 17.000 k Footing Dimension 4.000 ft Live Load 12.500 k Thickness 1200 in Short Term Load 0.000 k #of Bars 4 Seismic Zone 4 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 145.00 pet to 2,500.0 psi LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 8.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C2 Reinforcing • Reber Requirement Actual Reber"d"depth used 8.438 in As to USE per foot of Width 0.259 in2 200/Fy 0.0050 Total As Req'd 1.037 in2 As Req'd by Analysis 0.0017 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0022% Summary 1 Footing OK 4.O0ft square x 12.0in thick with 4-#5 bars Max.Static Soil Piebbure 1,988.75 psf Vu:Actual One-Way 28.73 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi:Allow One-Way 85.00 psi Max.Short Term Soil Pressure 1,968.75 psf Vu:Actual Two-Way 76.85 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 4.19 k-ft/ft 6 #4's 4 #5's 3 #6's Mn`Phi:Capacity 7.62 k-ft/ft 2 #7's 2 #8's 2 #9's 1 #10's Rev. 5e0000 Square Footing Design Page 1 Description General Information Code Ref:ACI 318-02,1997 UBC,2003 IBC,2003 NFPA 5000 Dead Load 6.500 k Footing Dimension 3.000 ft Live Load 4.750 k Thickness 10.00 in Short Term Load 0.000 k #of Bars 3 Seismic Zone 4 Bar Size 5 3.250 Overburden Weight 0.000 psf Rebar Cover 2,500.0 i Concrete Weight 145.00 pcf LL&ST Loads Combine Fy 40,000.0 psi Load Duration Factor 1.330 Column Dimension 8.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Reber"d"depth used 6.438 in As to USE per foot of Width 0.216 in2 200/Fy 0.0050 Total As Req'd 0.648 in2 As Req'd by Analysis 0.0010 in2 Min Allow%Reinf 0.0014 Min.Reinf%to Req'd 0.0014% Summary Footing OK 3.00ft square x 10.0in thick with 3-#5 bars Max.Static Soil Pressure 1,370.83 psf Vu:Actual One-Way 16.95 psi Allow Static Soil Pressure 2,000.00 psf Vn`Phi:Allow One-Way 85.00 psi Max Short Term Soil Pressure 1,370.83 psf Vu:Actual Two-Way 42.20 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi:Allow Two-Way 170.00 psi Alternate Rebar Selections... Mu :Actual 1.41 k-ft/ft 3 Mn*Phi:Capacity 5.76 k-ft/ft 4 #4's 2 #Ts 1 #8's 2 #9's 1 #8's 1 #9's 1 #10's /s S�Zx )t1)4xzi) - /o/!oor" \ s.ZrX/yAse.. eoc \ ___ _ 4 4"THICK CONCRETE SLAB OVER 5: 1 I IfAMIN.6"COMPACTED FILL. O PROVIDE MIN T DM IN i 'i; 14•-8yq" 14�,6y4� 1O'-3y" , 16 71, 2 5S""7 © '�Wi'BICI .� .r© :r� .SCf�' 0 1 [y /s• IIYVa., W eiw\c• '. ,'O `• LtrArivi (tali; f T6 'AM mnAil .Sc.Lw.aY FOUNDATION PLAN u P. 1 I ac J. 4`"� htiev� �a 4-I t o i nl, 1a e« P,u -c w( eotuc__•1 1 EXISTING CONCRETE WALL i • • , 4 - :, A (3)#4 BARS—Garr t '• Eyr / • b `etc — -C,'CD"o � 4`j t9ep W ST t-Tici l$ y “A--16.I4 vrLPf4 Of (E-k(s-i rT& OMocryp D COMPUIEOBY OAESIGN ANALYSISIE SHEET OF SCHEMMER ENGINEERING INC. CHECKED BY DATE JOB NO. 317 COMMERCIAL AVENUE, SURE 101 PROJECT ANACORT6, WA 98221 (360) 293-9006 SUBJECT G 5 'D(11Y '-! ... 5TALL..._ - 1144t4-1k- (I(MS . itI . "Ck 're-- x- or 9ow r y (-C10 `16`s-f I 112.5E h r- ( toQ oc_ 1 a 4-(At_, , 2.