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HomeMy WebLinkAboutMIS99-00480 Bulkhead Repair - MIS Permit / Conditions - 6/5/2002 MASON COUNTY Mason County Bldg, III 426 W. Cedar P.O. Box 186 Shelton, Washington 98584 M I S C E L L A N E O U S P E M I FOR INSPECTIONS CALL 427-9670 3 a 319 - )� T 000 32. MIS99-0480 PARCEL : PLAT : DIV : BLK : LOT : JOB ADDRESS : 501 N LILLIWAUP ST LILLIWAUP y APPLICANT : GARY REED 206-224-5191 e �.1 OWNER : GARY REED 206-224-5191 �� LEGAL : NE NE PROJECT DESCRIPTION : BULKHEAD COVED PROJECT LOCATION : MAS BUILDING INSPECTOR N 101 FROM SHELTON , LEFT ON LILLIWAUP ST GO TO END OF STREET . CH NGES SUg�ECT TO APPROVAL PROJECT NOTES : TYPE AMOUNT BY DATE RECEIPT JPICK $ 64 .84 KW 08 / 09/ 99 51136 PCFE $ 24 .37 NJP 08 / 26/99 51374 PRMT $ 137 .25 NJP 08 / 26/ 99 51374 STFE $ . 50 50 NJP 08/26/ 99 513742,1- TOTAL : 310 . 96 OWNER OR AGENT DATE 91S-PAMI . rev: 04191 i92 COMPLIANCE TO ATTACHED CONDITIONS IS REQUIRED 6/5/2002 Conditions Associated With 11:17:37AM T 1, D E M A R K Case#: N US99-00480 COMPUTER SYSTEMS, INC. Permit Condition Status Updated item# Code Title Status Changed By Tag Date By 1) 500 POST ADDRESS Met 8/18/1999 TLG PURSUANT TO 1997 UNIFORM BUILDING CODE,ALL SITE MUST BE MARKED WITH APPROVED NUMBERS OR ADDRESSES PROVIDED IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY.MASON COUNTY BUILDING DEPARTMENT REQUIRES THAT THIS BE COMPLETED PRIOR TO CALLING FOR ANY SITE INSPECTIONS. A REINSPECTION FEE,BASED ON RATES ADOPTED FEE SCHEDULES AND THE 1997 UNIFORM BUILDING CODE WILL BE ASSESSED IF OWNER/CONTRACTOR FAILS TO POST ADDRESS ON SITE PRIOR TO REQUESTING INSPECTIONS.X � _ 2) 499 PLANS REQUIRED ON SITE Met 8/18/1999 TLG All approved plans are required to be on-site for inspection purposes. If inspection is called for and plans are not on site,Approval WILL NOT be granted. In addition,a Re-Inspection fee in the amount of$42.00 per hour(minimum 1 hour)will be charged and must be collected by this department prior to any further inspections being performed or approval granted.X k4j. 3) 45 DOE Erosion Control Met 8/25/1999 PBC Proper erosion and sediment control practices must be used on the construction site and adjacent areas to prevent upland sediments from entering shoreline waters. Erosion control measures must be in place prior to any clearing,grading,or construction. These control measures must be effective to prevent soil from being carried into surface water by stormwater runoff. Sand,silt,and soil will damage aquatic habitat and are considered pollutants.Any discharge of sediment-laden runoff or other pollutants to waters of the state is in violation of Chapter 90.48 RCW,Water Pollution Control,and WAC 173-201A,Water Quality Standards for Surface Waters of the State of Washington,and is subject to enforcement action.Any work in or adjacent to waterways that will adversely affect water quality must receive specific prior authorization from the Department of Ecology pursuant to WAC 173-201A-110. A short-term water quality standards modification may be issued if the proponent agrees to a number of specific construction practices and techniques designed to minimize water quality impacts. All areas disturbed or newly created by construction activities must be revegetated using bioengineering techniques,clean durable ripr ,or some other equivalent type of protection against erosion when other measures are not practical.X 4f7 4) 34 No Degradation of Water Quality Met V4 8/25/1999 PBC Water quality is not being degraded to the detriment of the aquatic environment as a result of this project. 5) 50 Corps Permit Met 8/25/1999 PBC A Section 10 Permit(Rivers and Harbor Act of 1899)or exemption must be granted by the Army Corps of Engineers prior to work within navigable waters of the United States. A;J 6) 60 Erosion Protection Met 8/25/1999 PBC All upland areas disturbed or newly created by construction activities shall be seeded,vegetated or given some other equivalent type of protection against erosion. 7) 70 Shoreline Management Act Met 8/25/1999 PBC The proposed project must be consistent with all applicable policies and other provisions of the Shoreline Management Act,its rules,and the Mason County Shoreline Master Program. X 8) s0 Water Quality Met 8/25/1999 PBC Proper disposal of construction debris must be on uplands in such a manner that debris cannot enter wetlands or cause water quality degradation of adjacent waters. 9) 100 Construction Debris Removal Met 8/25/1999 PBC All construction and demolition debris must be removed from the beach after project completion. Proper disposal of construction debris must be on land in such a manner that debris cannot enter or cause water quality degradation of State waters.X__L� 10) 110 Concrete Leachate Met 8/25/1999 PBC Concrete leachate must be contained during pouring,such that water quality degradation of adjacent waters does not occur. 114- Page 1 of 2 CaseConditions-rpt 6/5/2002 Conditions Associated With 11:17:37AM T I D E i14 A R K Case#: NUS99-00480 COMPUTER SYSTEMS, INC Permit Condition Status Updated item# Code Title Status Changed By Tag Date By 11) 150 Landfill within Shoreline Met 8/25/1999 PBC i Excavated materials cannot be used as landfill within 200 feet of the shoreline without prior approval from the shoreline division of the Mason County Planning Department. 12) 170 Temporary Erosion Control Met 8/25/1999 PBC Temporary erosion control measures such as silt fences aistraw bales must be implemented to prevent water quality degradation of adjacent waters or wetlands.X 13) 1 Public Works review Met 8/25/1999 PBC Riprap rock placed on water side face should be keyed into creek bottom-typically keying is approximately 1/2 the minimum rock dimension.Filter fabric is to be incorporated beneath the proposed riprap to prevent piping of fines into the creek. This will allow water to flow through without carrying away the fine soils.Filter fabric should also be incorporated between the existing retaining wall backfill and the hewly imported backfill material.For questions about the condition contact Mason County Public Works Engineer Alan Tahja at(360) 427-9670 extension 461. x 14) 1 *ENGINEERING DOCUMENTS NOT MET 6/5/2002 TW This permit is being re-issued as of 6-5-02. All of the original conditions listed on this permit issued 8-26-99 are required to be complied with. In addition,the engineer of record shall inspect the work and submit a copy of the final report to Mason County prior to final inspection. All work shall comply with engineering requirements and any changes are required to be reviewed and approved by the engineer of record. Page 2 of 2 CaseConditions..rpt t CON�ETETE MECHANICAL MOBILE HOME t Footings-Setback date by Rbbom date by Gas PiF4n9 date Foundation Walls date by Set Up ' date by INSULATION dale by BG/SLAB Insulation Floors Final date by date by date by FRAMING Walls FIRE DEPT. date by date by date by PLUMBING me - - OTHER Groundwork date b date by D.W.V. WALLBOARD NAILING date by 0 by Water Line FINAL INSPECTION date by by date by I 41-119 -- 9 PC � �1 l"` V T MASON COUNTY �\ Mason County Bldg. III 426 W. Cedar P.O. Box 186 Shelton, Washington 98584 M 1 43+." F- I.:, L. A N F: ©lJ FOR IN. 1 CT I ONS CALL 427-9610 .3;ta►'�- 24- 0003Z MIS99-0480 PARCEL :1123164-1-"--- IzLAT7 DIVa BLKs LOT - JOB ADDRESS t 501 N L 1 LL I WAUP I<. i LL 1 WAUP � APPL 1 CANT c GARY REED 206-224--5191 OWNER : + ARY REED 206--2.24--5191 LEGAL ; IF NE PROJECT DESCRIPTION ; BULKHEAD pE PROJECT 1 (ZCATIQ : a��E RATION X� N 101 F`FIOM SHEL.TON, 1 EFT ON L 1tA iWAUP ST GO TO END OF STREET. ATj1.1- � Y0� B OpTE PROJECT NOTES : } YPE AMOUNT BY DATE RECEIPT PLCK $ 64 .84 KW 08/09/99 51136 PCFE $ 24 .37 NJP 08/26/99 51374 PRhiT $ 137 .25 NJP 08/26/99 51374 STFE $ 4 .50 NJP 08/26199 51374 TOTAL . 310 .96 OWNER OR AGENT DATE 919_PINT, rgv: 1111! ? C.`OMP1.. 1 ANC:E TO ATTACHED CONDITIONS IS REQUIRED MASON COUNTY Mason County Bldg. III 426 W. Cedar P.O. Box 186 Shelton, Washington 98584 � E� ftM r `T GCSfVt7 ! `f" i OfV Case No . : MIS99-04HOC For : GARY REED Page : 1 1 ) Placement of rock mur=t conform to engineering specifications . it will be necessary to submit to Mason County a final Inspection report from the engineer of record once the work as been r..omp I e;ted Indicating comp i i anro . 114 K_x b PURSUANT TO 1997 UNIFORM BUILDING CODE , ALL SITE MUST BE MARKED WITH APPROVED NUMBERS OR ADDRESSES PROVIDED IN SUCH A POSITION AS TO BE PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPERTY . MASON COUNTY BUILDING DEPARTMENT REQUIRE 1'HAT THIS BE COMPLETED PRIOR TO CALLING FOR ANY SITE INSPFCTiONS . A REINSPECTION FFE , BASEI) ON RATES ADOPTED FEE SCHEDULES AND THE 1997 UNIFORM BUILDING CODE WILL. BE ASSESSED IF OWNER/CONTRACTOR FAILS TO POST ADDRESS ON SITE PRIOR TO REQUESTING INSPECTIONS . X_` �. 14 I- ) All approved plans are required to be on-site for Inspection purposes . If Inspection is sailed for and plans are not on site, Approval WILL NOT be granted . In addition , a MASON COUNTY Mason County Bldg, III 426 W. Cedar P.O, Box 186 Shelton, Washington 98584 Re- nspect I on teo i r, i ("it n irnuirt I hntir. roust be col I ected by t h ; tj,":partwlont pr t er. tv airy further I respect oa, i iiy ur approval granted . X 4 ) Proper erosion and sediment control practices must be used on the construction site and adjacent areas to prevent. upland sediments from entering shoreiine waiters . Erosion eorit ro I measures must be In place prior to any clearing, grading, or construction . These control measures must be effective to prevent soil from being carried into Surface water by storm,mater rursoff . Sand, sl It , and soi i wt 1 1 damage squat is habitat and are considered pollutants . Any discharge of sedimen"'.. laden runiiff or ether peal lutants to waters of the state is in violation of Chapter 90 . 48 RCW, Dater Pollution Control , and WAC 173-201A, Water Quality Standards for Surface Waters -rf the State of Washington , and is subject to enforcemeitt action . Any wort: in or adjacent to waterways thia# wi i I adversely affect water quality must rvoe i ve specific prior authorization from the department of Ecology pursuant to WAC 173--2411 A- 1 10 . A short- term water quality standards modification may be issued if the proponent agrees to a number of specific construction practices and techniques designed to minimize water, quality impacts , All areas disturbed or newly created by construction activities must be r evegetated us I iig b i oetig i neer i ng techn i giies , clean durable r i prap, or some other equivalent type of protection against erosion when other measures sire not pra ical 5) Water quality is not being degraded to the detriment of the aquatic environment as a result of this project . 6 ) A Section 10 Permit (Rivers and Harbor Act of 1899 ) ur exempt i or* must be granted by the Army Corps, of Engineers prior to work within navigabte waters of the United States . 7 ) All upland arenas disturbed rnr newly ores Fated by construction a<-, ivit ies shalt be vegetated or given some other equivalent type of protection against erosion . prov i s i ons of the Shore i i n` Management Act i is ru I es , and the Mason County .13hor o I i roc Mas Program . x - MASON COUNTY Mason Coynty Bldg., III 426 W. Cedar 9) Proper disposal of c,c, manner that: dpbr is cannot enter wit 1 and ISO. Box 186 Sheltpn,,Washington 98584 waters . 10) AI i construct ion and demo It Ion dpti i must be removed r c'm the beach after project completion . Proper disposal of construction debris mur,,t be on land in such a manner that, ebri3 cannot enter or- cause water quality degradation of State water: . 11 ) Concrete 1eachate must be contained during pouring, such that water quality degradation of adjacent waters does not occur . 12 ) Excavated materials cannot be u.�ed as landfill within 200 feet of the shoreline without prior approval from the shoreline division of the Masan County Planning Department . I I - C MASON COUNTY Mason County Bldg. III 426 W. Cedar P.O. Box 186 Shelton, Washington 98584 13 ) Temporary Bros ion control m« ..,, es as s i , s. ; C.rice,, ono straw bates gnu:>i i7 �nteci to prevent water quality degradation of adjacent waters or wetlands , X---� �-— 14 ? Rlprap rack planed on water side fare should be keyed Into creek bottom - typically keying Is approximately 1 /2 the minimum rock dimension . Filter fat+ric is to be Incorporated beneath the proposed riprap to prevent piping of fines into the creek . This will allow water to flow through, without carrying away the fine soils . Filter fabric should also) be incorporated between the existing retaining wall backfill and the hawly imported back1Ill material For questions about 'the condition contact Mason County F'uti,i i Works Engineer Alan ? ati ja at (360) 427--9670 extension 461 . f ENGINEERS, INC. P.O. Box 510 • 17270 Woodinville-Redmond Rd. NE • Woodinville,WA 98072 • (425)488-4382 • Fax:(425)488-2660 August 13, 1999 Lilliwaup Falls Generating Company PO Box 227 Lilliwaup, WA 98555 Reference: Temporary Repair to Retaining Wall at Lilliwaup Gentlemen: This letter is to express an engineering opinion regarding protection of the existing retaining wall and sloping embankment adjacent to the generating plant and residence. Inspection of the wall indicated that the foundation is being undercut in at least three locations. The worst situation is at the south end of the wall where a sink hole 2.5 feet wide, 7 feet deep and approximately 8 feet long has developed. The foundation itself is severely undercut at a point approximately 8 feet from the south end of the wall to the extent that there is a void between the footing and the ground (riverbed). It appears that fines are being washed away by piping under the foundation during periods of heavy flow. At this time, we do not have any information with regard to flow velocities during high flows. However,judging from the size of rocks (Ift to 1.5 ft diameter) deposited in the river bed, we have assumed that the flow velocity is probably in the range of 5 to 7 feet per second. In order to prevent further erosion on a temporary basis until a permanent solution is determined, we recommend that well graded gravel be deposited in the existing sink hole behind the wall all the way to the top. This would function as a filter and prevent fines from washing out. Rip-rap with rock diameter ranging from 2 to 3 feet and weighing 650 to 800 lbs. should be placed at the toe of the wall. The rip-rap should extend over a distance of approximately 80 feet starting from the south end of the wall. The rip-rap should be placed at a 1:1 slope and stacked at least 4 feet up the wall (refer to attached sketch). This would tend to reduce the flow velocity adjacent to the wall and also reduce the potential for further erosion. The rip-rap may be left in place after a permanent repair is completed or may be removed if required by the agencies. Leaving the rip- rap in place would serve as an additional factor of safety against erosion because of its tendency to reduce the flow velocity at the wall. Please call if you have any questions or require additional information. Sincerely SMEET ALL GU RRWrAH�NGTON grqTzev ° NGINEERS, INC. CHANGES CODES suaMfr CHANGES FOR APPROVALPRIOR r0 PER�ORpdWGWORK ' ' P Les ar, PE i -VED THESE PLANS MUST BE m;130 R 6INSPEMR ON THE JOB SITE T V FOR INSPECTION. 4* 6" °O ° o0p 00p0 °° ' . 00°°0°0°0-'000 0°°0 `v o 0000 0 000 0 0 00c i o%0 0000 o000000.00 c 0 p0o°O°o 0 O° 0° • oo °0000°p000 . o 0 000000 oo 00 Oo° 00 0000 O RIPRAP 00 00000000000000000 000 000 0 0000 00O000000 D50 = 2.5 FT o 000.0. 0 o°000 0 0000 0000 o o °0 °Ooo 0 000000000 Op0 +1 a°po0o 0000° o \ 00 °0000 0000 I oOOo0000000 0000 o0p0p0o 00 0 t 000°0°00000000 °0 0 0 (� 1 000p0p°00000po GRAVEL oo°0000°oo BACKFILL (V1i Q 000p 000000 I oo 00o°Opoo° 0000 ° oo°0000po STREAM BED ' 017 000°0°0 0000 0000 0 — °0000 0p0po 5;dC, 4A1'1A el n jC-k >'► fl elclyv% 5 n��� 1�J ` CHANGES �— �,, g aueMPRIOR70FOR ER�GRPAINAPPROVAf G WORK -v � a THESE PLANS MUST BE ` ON THE JOB SITE FOR INSPECTION. EXPIRES -y oo DRAWING NOT TO SCALE ENGINEERS, INC Lilliwaup Falls TEMPORARY El NELSON Dote Hydro Plant Intake EROSION PROTECTION 8-13-99 L RWR oar 8-13-99 Retaining W8II Pfo*i "°, 5"6' 1 of 1 eat de ENGINEERS, INC. P.O. Box 510 • 17270 Woodinville-Redmond Rd. NE • Woodinville,WA 98072 • (425) 488-4382 • Fax:(425) 488-2660 August 18, 1999 Lilliwaup Falls Generating Company PO Box 227 Lilliwaup, WA 98555 Reference: Temporary Repair to Retaining Wall at Lilliwaup Gentlemen: This letter superseded my letter of August 13, 1999 and provides an engineering opinion regarding protection of the existing retaining wall and sloping embankment adjacent to the generating plant and residence. Inspection of the wall indicated that the foundation is being undercut in at least three locations. The worst situation is at the south end of the wall where a sink hole 2.5 feet wide, 7 feet deep and approximately 8 feet long has developed. The foundation itself is severely.undercut at a point approximately 8 feet from the south end of the wall to the extent that there is a void between the footing and the ground (riverbed). It appears that fines are being washed away by piping under the foundation during periods of heavy flow. At this time, we do not have any information with regard to flow velocities during high flows. However,judging from the size of rocks (Ift to 1.5 ft diameter) deposited in the river bed, we have assumed that the flow velocity is probably in the range of 5 to 7 feet per second. In order to prevent further erosion on.a temporary basis until a permanent solution is determined, we recommend that well graded gravel be deposited in the existing sink hole behind the wall all the way to the top. This would function as a filter and prevent fines from washing out. Rip-rap with rock diameter ranging from 2 to 3 feet and weighing 650 to 8001bs. should be placed at the toe of the wall. The rip-rap should extend over a distance of approximately 80 feet starting from the south end of the wall. The rip-rap should be placed at a 1:1 slope and stacked at least 4 feet up the wall (refer to attached sketch). This would tend to reduce the flow velocity adjacent to the wall and also reduce the potential for further erosion. The rip-rap may be left in place after a permanent repair is completed or may be removed if required by the agencies. Leaving the rip- rap in place would serve as an additional factor of safety against erosion because of its tendency to reduce the flow velocity at the wall. Lilliwaup Falls Generating Company Page 2 August 18, 1999 The rip-rap material will extend 3.5 to 4 feet into the stream bed. The overall width of the stream at high flows is 60 to 70 feet. Considering the nature of flow velocities in a channel , the velocity is generally a maximum at the center of the channel and reduces parabolically towards the sides where the velocity is minimal because of hydraulic friction. The same conditions hold for riverine flows. Thus the rip-rap along the short 80 ft. section of wall will have little or no impact on the stream flows or the shoreline anywhere along the stream. Please call if you have any questions or require additional information. Sincerely 6�M& ENGINEERS, INC. Les J. Bakar, PE Encl: cc: William G. Reed Jr. Gene Newman 1'-8" 4" 6" °00 0 0 000 pp00 O p° 0 O 0 0 0 oo ^ °Op°oOp000 °oo0p0 t OC° °GOO°o00 oo 0 a. -°pp0p0°p00 000 p OOo O o o00 oo • 00 0o 00 )o 000°0 0 00000 o OOp°0 o 000 p0 00 oo0°°OOp 0po0 0'0 0o RIPRAP 0 2.5 FT0000000000000r, o D50 °p 0°° 0 00 o°ppp00°o0p000O0 0 p o°00 0o 00oppoo00Oop 0 p 0000000000 ° 1 ° o00o0o pp 0o ° 0000 °0op ° 0p 0000000000 ° o00000p GRAVEL °ppo°Op0 BACKFILL eO 000000pOp 0000p 00c oop0 o000 o 000p p0°OO 0 0p 0poSTREAM BED °Op °OOoo00 ppo pp pOpO p00 00 °p000 p0 0�C0000 O�pO vl ` , Tip 1 DRAWING NOT TO SCALE Lilliwaup Falls TEMPORARY ENGINEERS, INC Hydro Plant Intake EROSION PROTECTION El NELSON oot« 8-13-99 crock" of Retaining Wall P'o'°" No. �"°" 1 of 1 L BAKAR ��� 8-13-99 APPROVED MAS UILDING INSPECTOR $ ECT PROVAL ENGINEERS, INC. P.O. Box 510 • 17270 Woodinville-Redmond Rd. NE • Woodinville,WA 9807k• (42 48 4 F :(4 )488-2660 August 20 1999 � ��� b ' 7U WIT C!IAN( , FUR APPROVAL ppj2 )!t i ,RNAING WORK Lillhvaup Falls Generating Company PO Box 227 '�'J§f MiET ALL CUit>�r=N11 bvASHIHCTON STATE C- DF_,G, Lilliwaup, WA 98555 Reference: Retaining Wall Repair f HESE PLANS MUST BE ON THE JOB SITE Gentlemen: FOR INSPECTION. I am enclosing an 11 x 17 drawing which illustrates the modifications and repair to the existing retaining wall Inspection of the wall indicated that the foundation is being undercut in at least three locations. The worst situation is at the south end of the wall where a sink hole 2.5 feet wide, 7 feet deep and approximately 8 feet long has developed. The foundation itself is severely undercut at a point approximately 8 feet from the south end of the wall to the extent that there is a void between the footing and the ground (riverbed). It appears that fines are being washed away by piping under the foundation during periods of heavy flow in the stream. The solution proposed on the drawing is designed to stabilize the wall and foundation and provide a system for draining the slope (i.e. relieve hydrostatic pressures) behind the wall while preventing migration of fine material. This system can be installed with minimal impact on the stream for the following reasons: S there will be no equipment operation in the streambed • there will be no material handling in the streambed in front of the wall • the only work performed from the stream bed will be drilling for installation of the anchors and walers which will require two laborers standing behind the wall using handheld equipment • all excavated material and replacement material will be moved up or down the slope at the back of the wall Our calculations indicate that a total of 100 cu yds of material will be excavated from behind the wall and will be replaced with specified material. There will be no change in the stream bed from its present condition. Also with most of the work Lilliwaup Falls Genei-ating Company Page 2 August 20, 1999 being performed on the upstream side of the wall, we do not foresee any potential impact on the stream or stream bed as a result or these modifications to the retaining wall to prevent fine material from being washed downstream. Please call if you have any questions or require additional information. Sincerely APPROVED ea� ENGINEERS, INC. MAS N ILDING INSPECTOR N S J CT 0 PRO A Les . Bakar, PE HESE P A MUST B E ON THE JOB SITE Encl: FOR INSPECTION. cc: William G. Reed Jr. Gene Newman Gerry Millar MUST MEET ALL CURRENT WASHINGTON STATE CODES U"HA GE SUBMIT CHAIN " FOR APPROVAL PRIOR 16 PERT URPd1WG WORK :��Q SQL NG MASON COUNTY 5��,��T ,J��S ��P rf F'itlOFt �(, PF{2FOki�1lid, JJOkK PUBLIC WORKS DIRECTOR/COUNTY ROAD ENGINEER MPS Shelton.Wuhington 98594 DATE: August 23, 1999 INTE EP TMENTAL COMMUNICATIONS TO: Pam Bennett Cummings, DCD - Planner FROM: Alan A. Tahja, P/W - Co. Hydr. Engr. DCD WO#9968 SUBJ: -Engineering Review- Hydrologic NAME:_ Lilliwaup Falls Generating Co SEP97-0015 I've reviewed the materials submitted pertaining to the proposed erosion protection riprap armoring of a portion of Lilliwaup Creek, and though a hydraulic analysis of anticipated flows has not been performed, I feel the proposed armoring has been developed in accord with standard engineering practices, and will perform as promoted by the project engineer. Though I feel the proposal being promoted is acceptable,two features of the proposal may warrant changing. The riprap rock to be placed along the waterside face of the existing retaining wall should be keyed into the creek bottom. A common burial deptl`for such keying is approximately %s the minimum rock dimension. Though I feel the flow velocities will exceed that predicted by the engineer,the rock dimensions indicated in the plans (diameter ranging from 2 to 3 feet) should be acceptable for flow velocities up to twice that predicted. The second feature that may warrant a change would be the incorporation of a filter fabric layer beneath the proposed riprap, and between the existing retaining wall backfill and the newly imported backfill material. Of these two suggested fabric placement locations,the fabric underlying the riprap will be the most beneficial in terms of long term longevity of the armoring. Without a fabric underlayment, over time,the riprap can be expected to migrate downstream from the loss of underlying support. A filter fabric layer beneath the rock typically allows water to flow through and around the riprap without it carrying away the fine soils. Though the proposed riprap placement, by design, encroaches into the waterway, I,feel it is the most ascetically pleasing, environmentally sound, and economical approach to this problem, and I agree with the engineer, Mr. Baker, that the proposed work will have a relatively small impact on the creek or the shoreline of Lilliwaup Bay and Hood Canal. Please feel free to contact em at County extension 461 if you have any questions pertaining to this department's review, or these comments. Si cerely, i HESE PLAT _` IVIUS I E ON THE JOB SiT�:. Al A. Tahja FOP !NSPLCTIOC,. . File: H:\WP\SEPA\REVIEWS\LILL-GEN.COM MUST MEET ALL CURRENT WASHINGTON STATE CODES l`' 1 APPRrV Y tlu CHANGES MUST MEET ALL CURRENT - MASON BU LD1NG APPROVAL°B�^rT c i,ANCE J y c P ,;c+/is=— - WASHINGTC)N STATE CODES THESE PLAN iiU i t�:_ E. i ` I. __ FOR INSPECriow. \ STIFFENER PL 5 3/8 x 1 5/8 x 1/4 tBA L 0 ALTERNATE FILLER PL WELDED 10 C6x8.2 AT ANCHOR LOCATION 3' SEE SECTION A-A SEE DETAIL t t/Y 316ttP PL3x 51/2x1 1/4 1 t/Y I TYP TITAN 30/11 5/8"0 BOLT 1/4 r 2-C6x8.2 INJECTION ANCHOR TYP t r TYP 5/B 0 BOLL 15 FEET LONG TYP 1 1 -- ° 0 0 0 0 0 , 10'-0' O.C. TYP - TIEBACKS--{ L * -- 0 ' 0 0 o-� SEE ANCHOR DETAIL _ 1 ,/r FILLER PL - TYP 2-C6x8.2 SEE DETAIL /,L 6 x 6 x 5/8 PL 121/4x51/2x11/4" ELEVATION ANCHOR DETAIL FILLER PL DETAIL SECTION A-A (SPLICE PL) SCALE: t/4' - V-O' SCALE: I' - V-0' SCALE: 1' - 1'-0' SCALE: I' - 1'-0' REMOVE WALKWAY AND REPLACE AFTER BACKFPL 3. 1----1 GENERAL NOTES: IS COMPLETED SEEDED TOPSOIL 1. CONCRETE TO BE 3000 PSI O 28 DAYS. CDF BACK FILL 2. STEEL PLATES AND SHAPES TO CONFORM TO ASTM A36. • �},�'>5 j;✓'��jl j� 3. CDF TO HAVE A COMPRESSIVE STRENGTH OF 500 PSI. !; ;�✓ 4. GRAVEL TO BE WELL GRADED DRAINING GRAVEL IN ACCORDANCE WITH EXCAVATE TRENCH TO WSDOT SPECIFICATION 9-03.12(4). BOTTOM OF WALL 15 FEET OF LENGTH 5. ALL APPROPRIATE SAFETY MEASURES SHALL BE THE RESPONSIBILITY OF AT A TIME THE CONTRACTOR. CONSTRUCTION SEQUENCE: y 2-C6x8.2 K 1 ``'' 1. WORK 15 FT SECTIONS OF WALL AT A TIME. MULTIPLE SECTIONS PERMISSIBLE CONT < K ,K: 4�;..x TITAN 30/11 INJECTION PROVIDED THAT THERE IS 30 FT OF UNEXCAVATED SECTION BETWEEN. ANCHOR DRILLED � :':;K;;�,�•\•;.,.;. INTO SOIL 0 10' O.C. 2. EXCAVATE 3 FT WIDE SECTION DOWN 70 FOUNDATION. 3. PUCE 16 INCHES OF CONCRETE AT BASE OF EXCAVATION. nono �,- . 4. WHEN CONCRETE SETS, PUCE GRAVEL BACKFILL. 4' PERF PIPE REQUIRED ccC'n°c°n°Jr,'n? <.x ONLY AT ENDS OF WALL. _ oconnnn<•o .�v • o°,o'�` �°° 5y1p�i J• ,�, 5. FILL REMAINING VOID WITH CDF. WA 6. DRILL AND INSTALL ANCHORS. cc _ 7. INSTALL NEW WALKWAY AT TOP. STREAMBED $ " W DO NOT$ME DRAWING 4.0 PERF PIPE Lilliwaup Falls RETAINING WALL 10'LONG - ONE AT ENGINEERS, INC Hydra Plant Intake REHABILITATION TYPICAL ANCHOR SECTION EACH END OF WALL �R' O a�,ti Y SCALE: 1/2' - 1'-0' uRww LUftEl N t-»-4o 1 0} 1 Retaining Wall mNn. u+w xu a-w-u r 3 STIFFENER PL 5 3/8 x 1 5/8 x 1/4 SPLICE PL 0 ALTERNATE FILLER PL TPWYELDED TO C6x8.2 AT ANCHOR LOCATION 3" BATS - SEE SECTION A-A SEE DETAIL 3 16 TYP PL 3 x 5 1/2 x 1 1/4 1 1/2" 1 1/2" 12" TYP TITAN 30/11 5/8"o BOLT 1/4" 2-C6x8.2 12• TYP INJECTION ANCHOR TYP 5/8"0 BOLT F TYP • e c O , O O O O A A o O o 4 I-- — 10'-0" O.C. TYP - TIEBACKS --�I x SEE ANCHOR DETAIL - 3 �--- 1 1/2" FILLER PL - TYP 2 C6x8.2 �0- SEE DETAIL PL 6 x 6 x 5/8 PL 12 1/4 x 5 1/2 x 1 1/4- ELEVATION ANCHOR DETAIL FILLER PL DETAIL SECTION A-A (SPLICE PQ SCALE: 1/4" = 1'-0' SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" 2 S REMOVE WALKWAY AND REPLACE AFTER BACKFILL 3' t ---1 GENERAL NOTES: IS COMPLETED 1. CONCRETE TO BE 3000 PSI 28 DAYS. CDF BACKFILL 2. STEEL PLATES AND SHAPES TO CONFORM TO ASTM A36. 3. CDF TO HAVE A COMPRESSIVE STRENGTH OF 500 PSI. EXCAVATE TRENCH TO 4. GRAVEL TO BE WELL GRADED DRAINING GRAVEL IN ACCORDANCE WITH r WSDOT SPECIFICATION 9-03.12(4). BOTTOM OF WALL • 15 FEET OF LENGTH 5. ALL APPROPRIATE SAFETY MEASURES SHALL BE THE RESPONSIBILITY OF AT A TIME THE CONTRACTOR. CONSTRUCTION SEQUENCE: N 2-C6x8.2 CONT ¢ 1. WORK 15 FT SECTIONS OF WALL AT A TIME. MULTIPLE SECTIONS PERMISSIBLE TITAN 30/11 INJECTION PROVIDED THAT THERE IS 30 FT OF UNEXCAVATED SECTION BETWEEN_ > 3 ANCHOR DRILLED 15 FEET z INTO SOIL ® 10' U.C. S�E J. Bq Z •• 2. EXCAVATE 3 FT WIDE SECTION DOWN TO FOUNDATION. WAS ;/^o Al �� , ' �,{� 3. PLACE 18 INCHES OF CONCRETE AT BASE OF EXCAVATION. -- °°O °°O O°O y J z °; o°p°°°p o 0 0 0 0 0 w 4. WHEN CONCRETE SETS, PLACE GRAVEL BACKFILL. 4" PERF PIPE REQUIRED 0°0 0 0 0 00 0°o I so,� ��,�2 ONLY AT ENDS OF WALL •, °°o° °°0 c O fC1Sf °°°0 0°° 3SIONAL \ 3'y 5. FILL REMAINING VOID WITH CDF. w � a w 08-OZ- 6. DRILL AND INSTALL ANCHORS. .. E%PARES iD Lr o 7. INSTALL NEW WALKWAY AT TOP. as a STREAM BED DO NOT SCALED 4'0 PERF PIPE Lilliwau Falls RETAINING WALL 10' LONG - ONE AT &140 ENGINEERS, INC p TYPICAL ANCHOR SECTION EACH END OF WALL Hydro Plant Intake REHABILITATION El NELSON 8-19-99 SCALE: 1/2" = v-0• Retaining Wall 0 eu a-19-99 STIFFENER PL 5 3/8 x 1 5/8 x 1/4 SPLICE PL 0 ALTERNATE FILLER PL WELDED TO C6x8.2 AT ANCHOR LOCATION 3" t BAYS - SEE SECTION A-A SEE DETAIL TYP 1 1/2- 3 16 TYP PL 3 x 5 1/2 x 1 1/4 1 1/2" TYP 12" TYP TITAN 30/11 5/s"o BOLT 1/4' 2-C6x8.2 12' TYP IN ANCHOR TYP 5/8"0 BOLE TYP ° O O O O O , ��-- 10'-0" O.C. TYP - TIEBACKS ----�{ O O O 0-0 , SEE ANCHOR DETAIL 1 1/2" a 3 FILLER PL - TYP 2-C6x8.2 �c SEE DETAIL PL 6 x 6 x 5/8 PL 12 1/4 x 5 1/2 x 1 1/4 ELEVATION ANCHOR DETAIL FILLER PL DETAIL SECTION A-A (SPLICE PL) SCALE: 1/4" = 1'-0' SCALE: 1" = 1'-O" SCALE: 1" = V-O" SCALE: 1' = 1'-O" REMOVE WALKWAY AND REPLACE AFTER BACKFILL 3' t —� GENERAL NOTES: IS COMPLETED 1. CONCRETE TO BE 3000 PSI @ 28 DAYS. ~ CDF BACKFILL 2. STEEL PLATES AND SHAPES TO CONFORM TO ASTM A36. \1 3. CDF TO HAVE A COMPRESSIVE STRENGTH OF 500 PSI. 4. GRAVEL TO BE WELL GRADED DRAINING GRAVEL IN ACCORDANCE WITH EXCAVATE TRENCH TO WSDOT SPECIFICATION 9-03.12(4). BOTTOM OF WALL • 15 FEET OF LENGTH 5. ALL APPROPRIATE SAFETY MEASURES SHALL BE THE RESPONSIBILITY OF AT A TIME THE CONTRACTOR. CONSTRUCTION SEQUENCE: 2-CCONT Q 1. WORK 15 FT SECTIONS OF WALL AT A TIME. MULTIPLE SECTIONS PERMISSIBLE 3 TITAN 30/11 INJECTION PROVIDED THAT THERE IS 30 FT OF UNEXCAVATED SECTION BETWEEN_ > ANCHOR DRILLED 15 FEET ZINTO SOIL ® 10' U.C. �5�\E wABq/fq� ff/ 2. EXCAVATE 3 FT WIDE SECTION DOWN TO FOUNDATION. • OE yeti W ' 3. PLACE 18 INCHES OF CONCRETE AT BASE OF EXCAVATION. °000 0 0 0: 00p0p0000 ° W z 0 0°°°0 0°°°0 0° W 4. WHEN CONCRETE SETS, PLACE GRAVEL BACKFILL. 4" PERF PIPE REQUIRED ou 0 0 0 0 0 0 0 00 0°°° `D ',sss h 2 ONLY AT ENDS OF WALL Z . oo°0 00°00 00 w O RfCISIt�� 1/� °° o °° 3 S/ONAl- 5. FILL REMAINING VOID WITH CDF. N EXPIRES 08-02" 6. DRILL AND INSTALL ANCHORS. p 7. INSTALL NEW WALKWAY AT TOP. a ° z STREAM BED ° O U DO NOT SCALE D 4"4 PERF PIPE Lilliwau Falls RETAINING WALL 10' LONG - ONE AT TYPICAL ANCHOR SECTION EACH END of WALL wc ENGINEERS, INCcNc Hydro Plant Intake REHABILITATION El NELSON E-19-99 Retaining Wall 1 o SCALE: 1/2' = I'-a• �� S AUG-16-1999 15:36 P.05 TITAN 73/53 Injection Anchors Temporary Anchor-Details Anchor pile • per DIN 4125 ~ �? with free length i. my for temporary anchors �' yy (upto 2 years of service) 17.. pia S S , 7r i ZZ mom I; t tt q\ \� �• {{ �. TOTAL P.05 AUG-16-1999 15 35 P.0i four-point superiority 1 . Continuously threaded tubular anchor with superior shear, bending and structural characteristics. 2. Economical one-use drill rod and bit 3. integral conduit for bottom-up grouting 4. Facilitates in-place mixing of grout components for both borehole sealing and fast pressure buildup Qq TITAN 30M Injection anchors - Description - 6. rolled-in lutroation groove rr r•C. 'r �L., r�,✓' t y'U '� ! ?a. r:ins i.le. f Y , 11 mm i �(30 mm O) MATERIAL: Manufactured in accordance with ASTM A 519 and DIN 17124. Also available in Stainless Steel, THREAD: Continuous cold deformed left-hand thread with — 13 MM Ch") pitch DIAMETER: Outside diameter O.0. = 30 MM (13/16") inside diameter I. D. 11 MM ( 7/16") LENGTH: Standard length = 3.0 M (10 ft) WEIGHT: 3.0 M length of rod = 3.5 kg/M (2.35 ib/Ft) PROPERTIES: Ult. Load at failure Pu 317 KN (71.2 k) Yield Load Py 256 KN (57.5 k) Working load at 60% Py PW = 154 KN (34.5 k) Allowable shear force Py = 76A KN (17.2 k) Cross Section As = 381.8 mm2 (06.92 in2) Min.Yield Stress fy = 670 N/mm2 ( 97 ksi) Min.Tensile Stress (ult.) fu — 830 N/mm2 (120 ksi) Allowabie shear Stress fv = 200 N/mm2 ( 17.1 ksi) Elongation at failure (uit load) n = min. 11% Max. Allowable Torque T = 957 N/mm (706 ft/lb) RUG-16-1999 15:35 P.02 EMOjill 'TITAN 30/11 Injection anchors - Description - Continuous left-hand drill rod thread and lubrication Since the TITAN injection Anchor simultaneously groove is rolled in to retain the crystalline structure sever as drill rod, grouting conduit and anchor of the steel and to Increase the strength and tendon, installation time is significantly reduced and, corrosion resistance through surface hardening, where cased holes would have been required, Integral lubrication groove eases disconnection of material costs are lower. fixtures when drilling is completed. Continuously threaded construction in short High-strength structural steel combines capacity standard lengths permits TITAN Injection Anchors for deformation and elongation with high tensile to be conveniently handled in close quarters, strength and durability, cramped access or low headroom conditions. In comparison to standard stressing bars, the Lengths are easily coupled as drilling proceeds to TITAN 30/11 is far less sensitive to stress and crack achieve whatever finished anchor length may be corrosion.The material can be welded and may be needed for a specific application, supplied with a hot dip galvanized coating" Continuous threading also permits anchors to be ( The TITAN 30/11 Injection Anchor is furnished for retensioned after Initial Installation. drill rig use in 10' (3 m) stock lengths or at 13' (4 m) A cement grout with a till/C ratio of 0.4 is commonly on request. For use with hand-held drilling used for grouting and bonding. The central conduit equipment, 6' (1.5 m) and 616' (2 m) lengths are may be flushed with water or air between grouting available, stages. If a free (unbonded) length is regired for a given installation, a polyethylene sleeve may be Application: applied to block the grout. For additional corrosion TITAN 30/1 Injection Anchors may be used for any protection in the case of unbonded lengths, TITAN soil or rock anchor application within the specified injection Anohors are optionally available'with a hot loading limits.They are particularly well-suited for dip galvanized finish. In tests, this coating has been site conditions involving unstable or raveling soils, found to resist scratching during the percussion where conventional anchor installation would drilling process.While some flaking of the outer zinc require drill casing to maintain an open hole coating rnay occur,the zinc-steel interface remains between drilling and anchor insertion. intact for full corrosion protection. Now available in stainless steel'TITAN MOK, (38 mm �) 1 Summary of advantages ' 41A"(105 mm)-- i1 • Continuous coil thread • Screw connections permits cutting to any length for ease of for coupling anchor lengths are fast and secure, I transportation, handling and installation in close and are equipped with center stops to ensure quarters. full-depth coupling for each segmant. Thread Is highly resistant to dirt and damage. Heat treated hardening rssits percussion damage,and chamfered ends facilitate return of drill cuttings to avoid blockage. • Integral continuous conduit for simplified grout injection without the need for • Corrosion resistance a double-tube (injection/venting) system. equal to that imbedded reinforcing bar can be augmented by optional hot dip galvanizing. Also available In stalniess steel. • Fabricated of fine-grain structural steel • High shear resistance with large elongation, high yield strength and higher notched-bar impact test value. AUG-16-1999 15:36 P.03 • TITAN 30/11 Injection anchors - Description - Titan Arichar acting 1. Drilling Procedure as dell ran Ones hammer advanced at a Upend of 2''A to A lace r Per minute(0,7-t2 m/miM 5to T UT lip IF Drill bil"'gi r t tl Willi Drill Flushing head. •\ Adaltlonei fishing increased drill eased It F&CH tebe waterlcament rL L r fflu^hint'In sanbv or slayer le fl High prrsaure sir hone 1 Hgle tluahlnp wRh IP'd!a.) 41It we instead of Bail value water is prc:femd for r` 1 Air driven h r ueea to ecvnrtncl;cm drift. noncohesiva edlle. 4 � gay be bruee(J,Carrle0a• Alternate drilling and mounted,or hand-hnld. air Moaning MAY be eQuired Anchor ends grcaaad to prevent blookes7a I 1 ,trdi�(��mmt+Goya • ( ntrH is oseble + Anchor Walloon procedure - dell• �-}� r � Open drill holder;shut Ott Nrakr, i r.iwea anchor from fluehina heat; y�t8 � 1 ih' 11 ` Inatoli couplin and anchor (�Q ITll11(�} (3$mm�) `Mf 1 t�,� l •xte Lion:reattach fl ushing H head; oare drill helper; tu.r on water 2. Grouting ' OwHab Morn High pressure grout hoes corneclur bees connector r Air d,iven rack•er1C- piniort double pump Air drive. Tor Cememthcus grout, r salt-priming grout purnO. silicate grout or k acity: two•componont Required cap 3-e.5aom f tints st Soo psi R5 apead,1 00 DO 112-11amin st 36 bar) 5 pppm at 80 b cal Is Iimm at Ba bar) 1 ' Typical eomdinexf 1� � tf' I * �} �11�r� t grout mixer 1 • and puma 8ysamauc grouting from bottom of drill hale, ALG-16-1999 15!37 P.04 TITAN 30/11 Injection Anchor low] fnstailation Procedures 2 a. Grouting Test loading of overhead of finished anchor installation strAsSlnq plate� �" 1 1 • Coitar-aCod hex nut Hydraulie enter rk with lahe (40 MM)bore: vie'(55 mm)stroke a1 L"^''• with pressure gauge. ✓ �,s ryp♦c�l capacity:86.000 1bs � I � t 1„ 1 (42-58 mm O} T R f ,'���� yy,3� 1'.. ' _••' M1� 'r1•. '�• •� ref I Ar;ln,. �— r ti. r �;•,it -i M' y� 1 i 1• 1, 1'•1 �F+ • ' lk -- ... ., Am;2Lk�• �'��/rye F - Ir ot" tf: �� 'fir. ♦_ .. K ,.+�+�►' .:.•fir! '.�.`,« • �JAI,, Is 10 J 1� Pi �' •_ �s r .r k� -� •� i � F ' . IL wit —711 r • •. „- :�►a �t•��r �r'D• vf• i^- � '�F.. � ,�� �}+�� .9�T j.+ •13 - 'fit � � � 6 � .y(G�.A t ' , lta 'r•�a •' •e•Lr� « .fir -; '��~� � � •�I�� .��� . l�+i roc. .�'j,'.�� Y _ y c w . le ,. �1 � • i fir+ w � T •s :� �I'� �e ,r �" �. ;` � ••" Rte���7��1 .11y,,��y'� •-�M��� µ: t�Q. 'i} -� . . r ;firIL s � 1 r •.,, Yam.. , _ t ,�r/ �•/." `� ,4!f, �,`. r . P. �.. ,� •+i s. - �r. \, ids, +.� ^• ? ->, P I� - o o << �q,o'{�� r� -� ��' �J L � ��` ,�,+ PERMIT NO.: MIS r1 �5�p f (� MASON COUNTY 5tj MISCELLANEOUS PERMIT APPLICATION 426 W.Cedar/P.O.Box 186,Shelton,WA 98584 Shelton 360 427-9670 Belfair 360 275-4467 Elma 360 482-5269 Seattle 206 464-6968 APPLICAKIT INFORMATION CONTRACTOR INFORMATION Owner 17 1`,t i Contractor Name Mailin�9 Address lqo Mailing Address City 5epff1L' State Zip Code City State Zip Code Phone( ;4G ) ';:;)k/•$)f�, ther Ph.( I Ph.( Other Ph.( ) Lien/Title Holder Contractor Reg. # Address Expiration PARCEL INFORMATION-12 digi Tax Parcel,No. 3� 31 / / Fire District Legal Description E w ;eovr, ra at e.. c a Site Address(include street name and city Sc N 11•' S .6 4 Directions to sit : la I c. r - it c. o ki I t.w v Will timber be cut and sold in parcel preparation? (Yes/No) N Ca Is your property within 200' f e following: Body of Water (Name) ► L✓e. 03 Ci ekSaltwater Lake River/Creek t Pond Wetland Seasonal Runoff Stream Slopes or Bluffs TYPE OF JOB New Add Alt Repair Other Use of Building Describe proposed construction, d rgg e- ;e-IS i r, "Cf v i i T e:� Cv c ! 1g r SHORELINE PROJECTS New Replacement Repair Expansion Bulkhead Material (concrete, rock, wood, etc.) ConGr z�r Length�11#-Height A FLOOR PLAN AND PLOT PLAN MAY BE REQUIRED DEPENDING ON THE TYPE OF PERMIT. NOTICE: THIS PERMIT BECOMES NULL&VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS OR IF CONSTRUCTION WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 130 DAYS AT ANY TIME AFTER THE WORK IS COMMENCED. PROOF OF CONTINUATION OF WORK IS BY MEANS OF A PROGRESS INSPECTION. The owner or agent on owner's behalf,represents that the information provided is accurate and grants employees of Mason County access to the above described property and structures for review and inspection of this project. Acknowledgment of such is by signature below: OWNER AFFIDAVIT-I certify that I am exempt from the requirements of CONTRACTOR'S AFFIDAVIT-1 certify that I am currently registered as a the Contractor Registration Law RCW 18.27 and am aware of the contractor in the State of Washington and that I am aware of the ordinance requirements for which this permit is issued and that all work ordinance requirements regulating the work for which this permit is issued will be done in conformance therewith. No changes shall be made without and all work shall be done in conformance therewith. No changes shall first obt ng pproval. be made without first obtaining approval. Date X Date FOR OFFICIAL USE BEYOND THIS POINT Accepted by Daty Submittal Amount Due lL Receipt No. DEPARTMENTAL REVIEW nP OVED DENIED CONDITION CODES Building Department Occ Grp Type of Const. Planning Department p 7* Environmental Health Department A4SJ4 &0XWQi mfu� Public Works Department Fire Marshal Valuation $ C r/ FEES Building Permit Fee Site Inspection Plan Review Fee Other UFC Plan Fie L� ` Oth V vl 1 )/- Violation Fee r Pre-Paid at Submiftal ( ) F TOTAL EES