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Home My WebLink AboutBLD2019-00568 Cancelled Bulkhead, Retaining Wall, Boathouse - BLD Inspections - 4/8/2025 INSPECTION CARD t�ED Mason County V 615 W. Alder St. Bldg. 8, Shelton, WA 98584 �:- 360-427-9670 ext 352 www.co.mason.wa.us PERMIT# BLD2019-00568 PROJECT ADDRESS 3900 E Mason Lake Dr W Grapeview, WA 98546 PARCEL# 221055100017 PROJECT DESCRIPTION BULKHEAD/RETAINING WALL& BOATHOUSE REPAIR/REPLACE OWNER ERIC HENDRICKSON ADDRESS 13713 70TH AVE EAST PHONE 1.360.427.2306 CONTRACTOR ADDRESS PHONE CONTRACTOR LICENSE LENDER INSPECTION INSP DATE Comments INSPECTION INSP DATE Comments Setback Inspection be 7, •19 Shear Wall Nailing -3 1`� Footing Inspection Fr Framing Inspection Foundation Wall-Pre-Pour BLD-Final Inspection M l� Sc►e A, A14- E M 0. MASON COUNTY 3 60-275-446 Shelton ext.352 360-275-4467 Belfair ext.352 COMMUNITY SERVICES 360-482-5269> lma ext.352 Building,Planning,Environmental Health,Community Health 615 W. Alder St.Bldg.8 - Shelton,WA 98584 www.co,mason.wa.us CORRECTIONANSPECTION REPORT PERMIT/CASE NUMBER: ' ADDRESS/LOCATION: �' - r FINDINGS: , <` /� 1, � L Items listed above must be corrected to gain compliance. ❑ THIS IS NOT A COMPLETE INSPECTION ❑ This structure has been inspected by Mason County Building Department and the items listed above are in VIOLATION of Mason County laws and/or ordinances. ❑ Call for re-inspection when corrections are made before proceeding with any further work. ❑ Make corrections, items will be checked on the next inspection. ❑ OK to Date: — Zc) ❑ Please contact our office regarding possible Department: structural damage incurred by recent Inspector: natural/man made"disasters.This is NOT a CORRECTION NOTICE. DO NOT REMOVE THIS TAG Printed From .. MCC14.12 Printed irum Mason County DMS MASON COUNTY 360-427-9670 Shelton ext.352 360-275-4467 Belfair ext.352 COMMUNITY DEVELOPMENT 360-482-5269 Elma ext.352 Building,Planning,Fire Marshal 615 W. Alder St.Bldg.8 - Shelton,WA 98584 www.masoncountywa.gov CORRECTION/INSPECTION REPORT PERMIT/CASE NUMBER: JLD�201q -Qo S6e ADDRESS/LOCATION: ?J100 /'I t) 4AkE DR It) FINDINGS: — /00 gccej s A)o 01sqs a^ Ors . o is; k, or Items listed above must be corrected to Bain compliance. ❑ THIS IS NOT A COMPLETE INSPECTION ❑ This structure has been inspected by Mason County Building Department and the items listed above are in VIOLATION of Mason County laws and/or ordinances. Call for re-inspection when corrections are made before proceeding with any further work. ❑ Make corrections, items will be checked on the next inspection. ❑ OK to Date: E] Please contact our office regarding possible Department: I&Astructural damage incurred by recent Inspector: IWO "natural/man made"disasters.This is NOT a CORRECTION NOTICE. DO NOT REMOVE THIS TAG MCC14.12 MASON COUNTY 360-427-9670 Shelton ext.352 360-275-4467 Belfair ext.352 COMMUNITY DEVELOPMENT 360-482-5269 Elma ext.352 Building,Planning,Fire Marshal 615 W.Alder St.Bldg.8 - Shelton,WA 98584 www.masoncountywa.gov CORRECTION/INSPECTION REPORT PERMIT/CASE NUMBER: RGO, o j q-pas8 ADDRESS/LOCATION: 3q0 0 iE /4&0-J L.4k6- .DR IJ FINDINGS: — S� Items listed above must be corrected to gain compliance. ❑ THIS IS NOT A COMPLETE INSPECTION ❑ This structure has been inspected by Mason County Building Department and the items listed above are in VIOLATION of Mason County laws and/or ordinances. Call for re-inspection when corrections are made before proceeding with any further work. Make corrections, items will be checked on the next inspection. ❑ OK to Date: �S 3-2N ❑ Please contact our office regarding possible Department: B(In structural damage incurred by recent Inspector: D6Z "natural/man made"disasters.This is NOT a CORRECTION NOTICE. DO NOT REMOVE THIS TAG MCC14.12 �wv�rotecl� �w��wee��w� RECEIVED ceotechwacal° EwvirovLmewtal, Dra%wage°R.oadwa8U ' LDING515 MAR 01 2019 W. Alder Street December 2, 2018 Eric Hendrickson F LE 13713 70'h Avenue East COPY Puyallup,Washington 98373 RE: Foundation Bearing Assessment—3910 E Mason Lake Drive W(Parcel 22105-51-00016) Mason County, Washington Dear Mr. Hendrickson, Envirotech Engineering (Envirotech) completed a site visit and conclusions for the planned foundation bearing strata for the boat garage and bulkhead replacement. The site visit was conducted in September of 2018 in order to observe the soil conditions, and assess the suitability of the founding soils for use as bearing strata. Information collected from site observations, and field testing was completed by Robert McNearny with Envirotech. The foundation bearing soils appear to be disturbed native soils consisting primarily of a silty sand and gravel (SM). The fines content exhibited none to low plasticity. The bearing stratum was observed to be dense where bearing is expected beneath the upper disturbed soils. It is concluded that the bearing soils and conditions are suitable for a structural pressure of no more than 2000 psf for foundation widths of at least 24 inches. The foundation depth should be a minimum of 18 inches below the current undisturbed ground surface beneath existing structures and deleterious materials. Upon removing the existing structures, the upper loose disturbed soils, construction debris, and organics shall be removed.This depth of unsuitable material is expected to be 2 inches to 8 inches in depth beneath existing structures. Once the native undisturbed subgrade is the ground surface, excavations for the foundations may commence. If additional unsuitable material than what is expected is encountered once the structures are removed,then deeper foundations may be required. The foundation system may undergo a maximum of 1.0 inch total settlement, and a maximum differential settlement of 0.75 inch. If excessive moisture is permitted within the excavation,or the founding subgrade is significantly disturbed prior to constructing the concrete footings, an additional geotechnical inspection is required. PO Sox984 gelfatr, WOISKwgtow90520 Off: 360-2759374 Cell.: 360-609-6045 FCIY,: 360-275--4709 / ��v ewv�rotech@geotechwical.twfo.cow. r If you have any questions or need any further assistance,please contact Michael Staten at 360-275-9374. Sincerely, Envirotech En ineering PAL CLYDE ST `� of WASy� 7j 43045 cvar FGISTEB� �SS�ouAt 12/2/18 Michael Staten,P.E. Project Director Page 2of 2 �wvirotecl� �v>✓�%vtieer%v�,� �,e�techv�.�caL° �wv%rowvu.ev.tAL°pra�v,age °izoadwa� 13 U I L®' G December 2,2018 RECEIVED Eric Hendrickson MAR 01 2019 13713 70'Avenue East Puyallup,Washington 98373 615 W. Alder Street RE: Boat Garage Foundation Retaining Wall and Bulkhead Replacement 3910 E Mason Lake Drive W(Parcel 22105-51-00016),Mason County,Washington Dear Mr.Hendrickson, Envirotech Engineering (Envirotech) completed the design for a foundation retaining wall and bulkhead replacement. The foundation retaining wall is for a boat garage replacement that is approximately 12 feet x 24 feet in size. The foundation retaining wall will be stepped in order to contour with the land, and will have a maximum height of about 10 feet. The bulkhead replacement is expected to be within the same footprint as existing, and is approximately 60 feet in length and/fWt height. N For reducing construction costs and minimizing land impacts, we designed various foundation wall heights. We conclude that the designed retaining walls are satisfactory with relation to the construction details provided in conjunction with this letter. The factors of safety for stability exceed 1.5 for both sliding and overturning per the calculations below. Bulkhead Soil Parameters Structural Parameters y= 130 psf Wall Support: Fixed-fixed cp= 35 ° 0.5 in wall flexural rebars vertical, diameter ca= 0 psf 0.19635 in2 wall flexural rebars vertical, area #4 wall temperature rebars horizontal, Pore Pressure: No 0.5 in diameter Earth Pressure: Active 0.19635 in2 #4 wall temperature rebars horizontal, area R = 10 ° 0.5 in #4 footing rebars, diameter yw= 62.4 psf 0.19635 in2 #4 footing rebars, area 0.9 strength reduction factor, flexural 0.85 strength reduction factor, shear fy= 60 ksi yield stress in steel reinforcement Load Inputs 0.0018 yield stress ratio q 0 psf f'c= 2500 psi concrete compressive strength DL 0 Ib/ft 3 in reinforcement steel cover LL 0 Ib/ft yc= 150 pcf concrete unit weight w 0 lb Po goK 984 gelfaLr, wash%v�gtow98528 off: 360-2�5�3�4 CeLL: 360-689-6045 OAK: 360-2�5-4�-89 ev�v%rotech@geotechwLcaLLw.fo.cow. Soil Conclusions K 0.28 Wall Geometry Ke 0.27 B= 66 in 6 23.33 h= 12 in 4j 0.00 b= 12 in Rs1 1483.42 H = 9 ft RsH1 1362.10 t= 10 in RsV1 587.55 D = 0 in Rw 0.00 n= 18 in Rq 0.00 Key: Yes RqH 0.00 RqV 0.00 Re 1085.33 Rs2 0.00 RsH2 O.00 RsV2 0.00 Sliding Fr= (FWi + RsV1 + RgV)tan6+cA+ RsH2+ RsV2 3859 Ib/ft Fs = RsH1 + RqH+ Re + Rw 1362 Ib/ft F.S.static= Fr/Fs 2.8 o.k. F.S.dynamic= Fr/(Fs+ Re) 1.6 o.k. Overturning Mr= IWixi + RsH2y2+ RsV2xsV2+ RsV1 + RgVxsVi 18309 lb Mo = RsHiy1 + Rwy1 + RgHyq 4086 lb F.S.static= Mr/Mo 4.5 o.k. F.S.dynamic= Mr/(Mo+ Reye) 1.8 o.k. Flexural Steel in Wall (vertical) Wall load from resultant earth pressure= 1.4*(Rs1 + Rw+ Rq+Re) = 3596.3 Ib/ft Mu = (Rsi + Rw+ Rq)*(H-h)^2/20= 4746.9 ft-lb As= Mu*12/(strength reduction factor, shear*fy*1000*(t-3-0.1*(t-3))) 0.17 in2 Ac=fy*1 000*As/0.85/f'c= 4.7 in2 Mn =As*fy*1 000*(t-3- 0.1*(t-3)) = 63292.5 in-lb cpMn=strength reduction factor,flexural*Mn/12 4746.9 ft-lb As2=As*Mu/cPMn = 0.17 in2 Number of rebars per foot 0.85 rebar spacing 14.07 in Temperature Steel in Wall (horizontal) As =yield stress ratio*b*dc= 1.1664 in2 Number of rebars per foot=As/#4 footing rebars, area= 5.94 rebar spacing = 12/number rebars per foot= 16.66 in Page 2of 11 Wall Footing Pu=1.4*DL/12+1.7*LL/12+RsV1/12+RsV2/12+(yH(B/12-t/12-n/12))/12+q/12= 357.71 lb/in qu = Pu/B = 5.42 psi Vc=2*f'ci/2= 100.00 psi d= h - reinforcement steel cover- 1.5*#4 footing rebars, diameter= 8.25 in Vu =qu/d*((B-t)/2-d) = 12.97 psi oVc= Vc*strength reduction factor,shear= 85.00 psi ovc> Vu o.k. Flexural Steel In Wall Footing Mu =qu*(B-t)2/8 2124.60 in-lb As= Mu/(strength reduction factor,flexural*fy*900*d) = 0.0053 in2 Ac=As*fy*1000/0.85/f'c= 0.1496 in2 A=Ac/2/b= 0.0062 in As2= Mu/(strength reduction factor,flexural*fy*1000(d-A)) 0.0048 in2 As=yield stress ratio*b*hc= 0.1890 in2 Number of rebars per foot=As2/#4 footing rebars, area= 0.9626 rebar spacing = 12/number of rebars per foot= 12.47 in Temperature Steel in Wall Footinq As=ycBh = 1.43 in2 Number of rebars per foot=As/#4 footing rebars, area= 7.26 Spacing = 1/number of rebars per foot*12= 1.65 in As2=yield stress ratio*B*h 1.43 in2 Number of rebars per foot=As2/#4 footing rebars, area= 7.26 Minimum spacing= 1/number of rebars per foot*12= 1.65 in Maximum spacing=5*h= 18 in rebar spacing Choose in 10 Foot Foundation Wall Soil Parameters Structural Parameters y= 130 psf Wall Support: Fixed-fixed cp= 35 ° 0.5 in wall flexural rebars vertical, diameter ca= 0 psf 0.19635 in2 wall flexural rebars vertical, area #4 wall temperature rebars horizontal, Pore Pressure: No 0.5 in diameter Earth Pressure: At-rest 0.19635 in2 #4 wall temperature rebars horizontal, area R= 10 ° 0.5 in #4 footing rebars,diameter yw= 62.4 psf 0.19635 in2 #4 footing rebars, area 0.9 strength reduction factor, flexural Page 3of 11 0.85 strength reduction factor, shear fy= 60 ksi yield stress in steel reinforcement Load Inputs 0.0018 yield stress ratio q 10 psf f'c= 2500 psi concrete compressive strength DL 20 Ib/ft 3 in reinforcement steel cover LL 10 Ib/ft yc= 150 pcf concrete unit weight w 10000 lb Soil Conclusions K 0.50 Wall Geometry Ke 0.27 B= 32 in 6 23.33 h = 12 in qN 0.00 b= 12 in Rsl 3253.06 H = 10 ft RsH1 2987.01 t= 10 in RsV1 1288.47 D = 0 in Rw 0.00 n= 11 in Rq 50.05 Key: No RqH 45.95 RqV 19.82 Re 1339.92 Rs2 0.00 RsH2 O.00 RsV2 0.00 Sliding Fr= (7-Wi + RsV1 +RgV)tanb+cA+ RsH2+ RsV2 5947 Ib/ft Fs= RsHl + RqH+ Re+ Rw 3033 Ib/ft F.S.static= Fr/Fs 2.0 o.k. F.S.dynamic= Fr/(Fs+ Re) 1.4 o.k. Overturning Mr=FWixi+ RsH2y2 + RsV2xsV2+ RsV1 + RgVxsVi 16637 lb Mo = RsH1y1 + Rwyl + RgHyq 10186 lb F.S.static= Mr/Mo 1.6 o.k. F.S.dynamic= Mr/(Mo + Reye) 1.1 o.k. Flexural Steel in Wall (vertical) Wall load from resultant earth pressure= 1.4*(Rsl + Rw+ Rq+Re) = 6500.2 Ib/ft Mu = (Rs1 + Rw+Rq)*(H-h)^2/20= 13377.6 ft-lb As = Mu*12/(strength reduction factor, shear*fy*1000*(t-3- 0.1*(t-3))) 0.47 in2 Ac=fy*1000*As/0.85/f'c= 13.3 in2 Mn =As*fy*1000*(t-3- 0.1*(t-3))= 178367.9 in-lb cpMn=strength reduction factor,flexural*Mn/12= 13377.6 ft-lb As2=As*Mu/(pMn = 0.47 in2 Number of rebars per foot 2.40 rebar spacing 4.99 in Page 4of 11 Temperature Steel in Wall (horizontal) As = yield stress ratio*b*dc= 1.3122 in2 Number of rebars per foot= As/#4 footing rebars, area= 6.68 rebar spacing = 12/number rebars per foot= 16.71 in Wall Footing Pu = 1.4*DL/12+ 1.7*LL/12+RsV1/12+RsV2/12+ (yH(B/12-t/12-n/12))/12+q/12= 211.26 lb/in qu = Pu/B = 6.60 psi Vc =2*f'c1/2 = 100.00 psi d = h - reinforcement steel cover- 1.5*#4 footing rebars, diameter= 8.25 in Vu =qu/d*((B-t)/2-d) = 2.20 psi oVc=Vc*strength reduction factor, shear= 85.00 psi ovc > Vu o.k. Flexural Steel in Wall Footing Mu =qu*(B-t)2/8 399.42 in-lb As = Mu/(strength reduction factor,flexural*fy*900*d) = 0.0010 in2 Ac =As*fy*1000/0.85/f'c= 0.0281 in2 A=Ac/2/b = 0.0012 in As2 = Mu/(strength reduction factor,flexural*fy*1000(d-A)) = 0.0009 in2 As = yield stress ratio*b*hc= 0.1890 in2 Number of rebars per foot=As2/#4 footing rebars, area= 0.9626 rebar spacing = 12/number of rebars per foot= 12.47 in Temperature Steel in Wall Footing As =ycBh = 0.69 in2 Number of rebars per foot=As/#4 footing rebars, area= 3.52 Spacing = 1/number of rebars per foot*12 = 3.41 in As2= yield stress ratio*B*h = 0.69 in2 Number of rebars per foot=As2/#4 footing rebars, area= 3.52 Minimum spacing= 1/number of rebars per foot*12 = 3.41 in Maximum spacing= 5*h = 18 in rebar spacing Choose in 7 Foot Foundation Wall Soil Parameters Structural Parameters y= 130 psf Wall Support: Fixed-fixed W = 35 ° 0.5 in wall flexural rebars vertical, diameter ca= 0 psf 0.19635 in2 wall flexural rebars vertical, area #4 wall temperature rebars horizontal, Pore Pressure: No 0.5 in diameter Page 5of 11 Earth Pressure: At-rest 0.19635 in2 #4 wall temperature rebars horizontal, area R = 10 ° 0.5 in #4 footing rebars, diameter yw= 62.4 psf 0.19635 in2 #4 footing rebars, area 0.9 strength reduction factor,flexural 0.85 strength reduction factor, shear fy= 60 ksi yield stress in steel reinforcement Load Inputs 0.0018 yield stress ratio q 10 psf f'c= 2500 psi concrete compressive strength DL 20 Ib/ft 3 in reinforcement steel cover LL 10 Ib/ft yc= 150 pcf concrete unit weight w 7500 lb Soil Conclusions K 0.50 Wall Geometry Ke 0.27 B = 24 in b 23.33 h = 12 in 4) 0.00 b= 12 in Rs1 1594.00 H = 7 ft RsHi 1463.64 t= 10 in RsV1 631.35 D = 0 in Rw 0.00 n = 11 in Rq 35.03 Key: No RqH 32.17 RqV 13.88 Re 656.56 Rs2 0.00 RsH2 O.00 RsV2 0.00 Sliding Fr= (2:Wi+RsV1 + RgV)tan6+cA+ RsH2+ RsV2 3999 Ib/ft Fs =RsHi + RqH + Re +Rw 1496 Ib/ft F.S.static= Fr/Fs 2.7 o.k. F.S.dynamic= Fr/(Fs+ Re) 1.9 o.k. Overturning Mr=FWixi+ RsH2y2 + RsV2xsV2+ RsV1 + RgVxsVi 10240 lb Mo= RsH1y1 +Rwy1 + RgHyq 3528 lb F.S.static= Mr/Mo 2.9 o.k. F.S.dynamic= Mr/(Mo + Reye) 1.6 o.k. Flexural Steel in Wall (vertical) Wall load from resultant earth pressure= 1.4*(Rs1 + Rw+ Rq+Re) = 3199.8 Ib/ft Mu = (Rs1 + Rw+ Rq)*(H-h)^2/20= 2932.3 ft-lb As= Mu*12/(strength reduction factor, shear*fy*1000*(t-3-0.1*(t-3))) 0.10 in2 Ac =fy*1000*As/0.85/f'c= 2.9 in2 Mn =As*fy*1000*(t-3- 0.1*(t-3))= 39096.8 in-lb (pMn =strength reduction factor,flexural*Mn/12 2932.3 ft-lb Page 6of 11 As2=As*Mu/cpMn = 0.10 in2 Number of rebars per foot 0.53 rebar spacing 22.78 in Temperature Steel in Wall (horizontal) As=yield stress ratio*b*dc= 0.8748 in2 Number of rebars per foot=As/#4 footing rebars, area= 4.46 rebar spacing = 12/number rebars per foot= 16.49 in Wall Footing Pu= 1.4*DU12+ 1.7*LU12+RsV1/12+RsV2/12+(yH(B/12-t/12-n/12))/12+q/12= 76.15 Win qu = Pu/B= 3.17 psi Vc=2*f'ci/2= 100.00 psi d= h - reinforcement steel cover- 1.5*#4 footing rebars, diameter= 8.25 in Vu =qu/d*((B-t)/2-d)= -0.48 psi oVc=Vc*strength reduction factor,shear= 85.00 psi oVc>Vu o.k. Flexural Steel in Wall Footing Mu =qu*(B-t)2/8 77.74 in-lb As= Mu/(strength reduction factor,flexural*fy*900*d)= 0.0002 in2 Ac=As*fy*1 000/0.85/f'c= 0.0055 in2 A=Ac/2/b= 0.0002 in As2= Mu/(strength reduction factor,flexural*fy*1000(d-A)) = 0.0002 in2 As=yield stress ratio*b*hc= 0.1890 in2 Number of rebars per foot=As2/#4 footing rebars, area= 0.9626 rebar spacing= 12/number of rebars per foot= 12.47 in Temperature Steel in Wall Footinq As=ycBh= 0.52 in2 Number of rebars per foot=As/#4 footing rebars, area= 2.64 Spacing = 1/number of rebars per foot*12= 4.55 in As2= yield stress ratio*B*h 0.52 in2 Number of rebars per foot=As2/#4 footing rebars, area= 2.64 Minimum spacing= 1/number of rebars per foot*12= 4.55 in Maximum spacing=5*h= 18 in rebar spacing Choose in Page 7of 11 5 Foot Foundation Wall Soil Parameters Structural Parameters y= 130 psf Wall Support: Fixed-fixed T= 35 ° 0.5 in wall flexural rebars vertical, diameter ca= 0 psf 0.19635 in2 wall flexural rebars vertical, area #4 wall temperature rebars horizontal, Pore Pressure: No 0.5 in diameter Earth Pressure: At-rest 0.19635 in2 #4 wall temperature rebars horizontal, area R= 5 ° 0.5 in #4 footing rebars, diameter yw= 62.4 psf 0.19635 in2 #4 footing rebars, area 0.9 strength reduction factor,flexural 0.85 strength reduction factor, shear fy= 60 ksi yield stress in steel reinforcement Load Inputs 0.0018 yield stress ratio q 10 psf f'c= 2500 psi concrete compressive strength DL 20 Ib/ft 3 in reinforcement steel cover ILL 10 Ib/ft yc= 150 pcf concrete unit weight w 7500 lb Soil Conclusions K 0.46 Wall Geometry Ke 0.26 B= 18 in 6 23.33 h= 6 in 4) 0.00 b= 12 in Rs1 1476.53 H = 7 ft RsHl 1355.77 t= 8 in RsV1 584.82 D= 0 in Rw 0.00 n= 5 in Rq 32.45 Key: No RqH 29.80 RqV 12.85 Re 617.06 Rs2 0.00 RsH2 O.00 RsV2 0.00 Slidinq Fr= (YWi + RsV1 + RgV)tan6+cA+ RsH2+ RsV2 3962 Ib/ft Fs= RsH1 + RqH+ Re+Rw 1386 Ib/ft F.S.static=Fr/Fs 2.9 o.k. F.S.dynamic= Fr/(Fs+Re) 2.0 o.k. Overturninq Mr= FWixi +RsH2y2+ RsV2xsV2+RsV1 +RgVxsVi 9168 lb Mo= RsH1 yl + Rwy1 + RgHyq 3268 lb F.S.static= Mr/Mo 2.8 o.k. F.S.dynamic=Mr/(Mo+ Reye) 1.6 o.k. Page 8of 11 Flexural Steel in Wall (vertical) Wall load from resultant earth pressure = 1.4*(Rs1 + Rw+ Rq +Re) = 2976.5 Ib/ft Mu = (Rsi + Rw+ Rq)*(H-h)"2/20 = 3187.7 ft-lb As = Mu*12/(strength reduction factor, shear*fy*1000*(t-3 - 0.1*(t-3))) 0.16 in2 Ac =fy*1000*As/0.85/f'c= 4.4 in2 Mn =As*fy*1 000*(t-3-0.1*(t- 3)) = 42503.0 in-lb cpMn =strength reduction factor, flexural*Mn/12 3187.7 ft-lb As2= As*Mu/cpMn = 0.16 in2 Number of rebars per foot 0.80 rebar spacing 14.97 in Temperature Steel in Wall (horizontal) As = yield stress ratio*b*dc= 0.6669 in2 Number of rebars per foot=As/#4 footing rebars, area= 3.40 rebar spacing = 12/number rebars per foot= 23.08 in Wall Footing Pu= 1.4*DU12+ 1.7*LU12+RsV1/12+RsV2/12+ (yH(B/12-t/12-n/12))/12+q/12= 84.92 lb/in qu = PuB = 4.72 psi Vc =2*f'c1/2 = 100.00 psi d = h - reinforcement steel cover- 1.5*#4 footing rebars, diameter= 2.25 in Vu =qu/d*((B-t)/2-d) = 5.77 psi oVc = Vc*strength reduction factor,shear= 85.00 psi ovc >Vu o.k. Flexural Steel in Wall Footing Mu =qu*(B-t)2/8 58.97 in-lb As = Mu/(strength reduction factor,flexural*fy*900*d) = 0.0005 in2 Ac=As*fy*1000/0.85/f'c = 0.0152 in2 A =Ac/2/b = 0.0006 in As2 = Mu/(strength reduction factor,flexural*fy*1000(d-A)) 0.0005 in2 As = yield stress ratio*b*hc = 0.0594 in2 Number of rebars per foot=As2/#4 footing rebars, area= 0.3025 rebar spacing = 12/number of rebars per foot= 39.67 in Temperature Steel in Wall Footing As =ycBh = 0.19 in2 Number of rebars per foot=As/#4 footing rebars, area= 0.99 Spacing = 1/number of rebars per foot*12= 12.12 in Page 9of 11 As2= yield stress ratio*B*h 0.19 in2 Number of rebars per foot=As2/#4 footing rebars, area= 0.99 Minimum spacing = 1/number of rebars per foot"12 = 12.12 in Maximum spacing = 5*h = 18 in rebar spacing Choose in Glossary y= soil unit weight q = surcharges T= angle of internal friction DL = dead loads on wall ca= adhesion LL = live loads on wall extra sliding/overturning Pore Pressure: pressures due to water w = resistance Earth Pressure: active, passive,or at rest R = angle of backfill yw= water unit weight fy= yield stress in steel reinforcement f'c = concrete compressive strength B = footing width yc= concrete unit weight h = footing thickness b= footing length Fr= resistance against sliding H = height of wall Fs = sliding forces t= wall thickness F.S.static = Factor of Safety (static) D = foodting depth F.S.dynamic= Factor of Safety(dynamic) n = footing length beyond wall face Key: "notched"footing for sliding resistence Mr= resistance against overturning Mo = overturning forces F.S.static = Factor of Safety(static) F.S.dynamic= Factor of Safety(dynamic) K = earth pressure coefficient Mu = Maximum moment Ke= earthquake pressure coefficient As = Area of steel 6 = Ac = Area of concrete at stress qj = Mn = Nominal moment capacity cpMn Rs1 = soil partical resultant force = Design moment capacity RsH1 = horizontal resultant force As2 = New area of steel RsV1 = vertical resultant force Rw= pore water resultant force Pu = Factored dead and live loads Rq = surcharge resultant force qu = Load per unit length of wall Shear strength capacity of RqH = horizontal surcharge component Vc = concrete vertical surcharge RqV = component d = Effective footing depth Re = earthquake resultand force Vu = Shear stress at critical section Rs2= opposite soil partical relultant force ovc= Reduced shear strength capacity RsH2= horizontal component RsV2 = vertical component Page 10of 11 If you have any questions or need any further assistance,please contact Michael Staten at 360-275-9374. Sincerely, Envirotech Engineering atiL CLYDE S /r 3 r 43045. 12/2/18 Michael Staten,P.E. Project Director Page 11 of 11 A Mason County i Mason County - Division of Community Development 615 W.Alder St. Bldg. 8 t_... Shelton, WA 98584 360-427-9670 ext 352 www.co.mason.wa.us L LED [BO:ATHOUSE 019-00568 BULKHEAD OR DOCK- RESIDENTIAL CT DESCRIPTION: BULKHEAD/RETAINING WALL& ISSUED: 06/05/2019 REPAIR/REPLACE DDRESS: 3900 E MASON LAKE DR W GRAPEVIEW EXPIRES: 12/02/2019 PARCEL: 221055100017 APPLICANT: ERIC HENDRICKSON OWNER: ERIC HENDRICKSON 13713 70TH AVE EAST 13713 70TH AVE EAST PUYALLUP,WA 98373 PUYALLUP,WA 98373 1.360.427.2306 VALUATIONS: FEES: Paid Due Project Valuation (BID, 12000.00 $12,000.00 Planning Review Fee $240.00 $0.00 ESTIMATION..) Building Permit Fee $214.77 $0.00 State Fee-Residential $6.50 $0.00 Plan Check Fee $139.60 $0.00 Total: $12,000.00 Totals : $600.87 $0.00 REQUIRED INSPECTIONS Setback Inspection Shear Wall Nailing Footing Inspection Framing Inspection Foundation Wall-Pre-Pour Inspection BLD-Final Inspection CONDITIONS Contractor registration laws are governed under RCW 18.27 and enforced by the WA State Dept of Labor and Industries, Contractor Compliance Division. There are potential risks and monetary liabilities to the homeowner for using an unregistered contractor. Further information can be obtained at 1-800-647-0982. The person signing this condition is either the homeowner, agent for the owner or a registered contractor according to WA state law. Owner/Agent is responsible to post the assigned address and/or purchase and post private road signs in accordance with Mason County Title 14.28 and 14.17. Geni AS bITCounty ou nt lV s Page 1 of �t Printed from Mason C€�un�tyDMS Mason County I Mason County - Division of Community Development 615 W.Alder St. Bldg. 8 \ Shelton, WA 98584 360-427-9670 ext 352 www.co.mason.wa.us BULKHEAD OR DOCK- RESIDENTIAL BLD2019-00568 * When parcel development requires direct access to county road(s), a Road Access Permit or Approval must be granted by the Mason County Department of Public Works. For more information contact Public Works, at(360)427-9670, ext. 450 or 100 W Public Works Dr. Shelton.The building permit will not be finaled until the permit holder can show proof that the access permit from Public Works has been finaled and approved. * All surface water and potential runoff must be controlled on site and shall not adversely affect any adjacent properties nor increase the velocity flow entering or abutting to any state or county culverting/ditching system or road way. * All changes to"approved" building plans that effect compliance with the international codes as amended and adopted, or any other Mason County ordinance or regulation, must be reviewed and approved by Mason County prior to construction. * Retaining walls needed to support a surcharge such as structures, roads, or to support slopes, shall require a separate building permit and approval prior to construction of the retaining wall. * All building permits shall have a final inspection performed and approved by Mason County Building Department prior to permit expiration. The failure to request a final inspection or to obtain approval will be documented in the legal property records on file with Mason County as being non-compliant with Mason County ordinances and building regulations. * The plan review check list and corrections are part of the approved plans and must remain attached. It is the responsibility of the applicant, owner or contractor to make the required corrections indicated on the plans. Once the plans are marked "APPROVED",they shall not be changed or altered without authorization from the Building Official. The permit holder is responsible to retain the complete approved set of plans on site for the duration of the project. Failure to comply and/or removal of approved documents will result in failure of required building inspections. * All RED stamped approved plans are required to be on-site for inspection purposes. If an inspection is called for and plans are not available on site, then approval will not be granted. In addition, a re-inspection fee(refer to current fee schedule, minimum 1 hour)will be charged and must be collected by the Building Department prior to any further inspections being performed or approvals granted. * All permits expire 180 days after permit issuance,or 180 days after the last inspection activity is performed. The Building Official may grant a one time extention of 180 days, upon the receipt of a written extension request prior to permit expiration. Letter must indicating that circumstances beyond the control of the permit holder preventing action from being taken. No more than one extension may be granted. * All property lines shall be clearly identified at the time of foundation inspection. * All construction must meet or exceed all local and state ordinances in addition to the International Codes requirements as adopted and amended by Mason County and the State of Washington. Occupancy is limited to the approved and permitted classification. Any non-approved change of use or occupancy would result in permit revocation. * CONSTRUCTION PROCESS TO BE FIELD CORRECTED AS REQUIRED PER MASON COUNTY BUILDING DEPARTMENT AND THE ADOPTED BUILDING CODE. The construction of the permitted project is subject to inspections by the Mason County Building Department. All construction must be in conformance with the international codes as amended and adopted by Mason County. Any corrections, changes or alterations required by a Mason County Building Inspector shall be made prior to requesting additional inspections. * The stamped approved site plan is required to be on-site for inspection purposes. If an inspection is requested and the approved site plan is not on site, approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and shall be collected by the Building Department prior to any further inspections being performed or approvals granted. * Approved per dimensions and setbacks on submitted site plan. Setbacks are measured from the furthest projection of the structure. * The foundation/footing must be placed on undisturbed,firm-native soil. Pointed,by:G9nie 9cfarlan¢on:06/05/2019 1 U �� Page 2 of 4 Printed from Mason County DIES Mason County (` \� Mason County - Division of Community Development '-1 615 W. Alder St. Bldg. 8 \` ® Shelton,WA 98584 360-427-9670 ext 352 www.co.mason.wa.us BULKHEAD OR DOCK- RESIDENTIAL BLD2019-00568 * When parcel development requires direct access to state road(s), a Road Access Permit or Approval must be granted and approved by the Washington State Department of Transportation. For more information contact Washington State Department of Transportation, at(206)357-2620, ext.630. * By definition, propane tanks and heatpumps are structures,which must meet setback conditions. Please check your "Approved Site Plan"to ensure these structures meet the setback conditions listed. * OWNER/BUILDER acknowledges submission of inaccurate information may result in a stop work order or permit revocation. Acknowledgement of such is by signature below. I declare that I am the owner, owners legal representative, or contractor. I further declare that I am entitled to receive this permit and to do the work as proposed. I have obtained permission from all the necessary parties, including any easement holder or parties of interest regarding this project. The owner or authorized agent represents that the information provided is accurate and grants employees of Mason County access to the above described property and structure(s)for review and inspection.This permit/application becomes null& void if work or authorized construction is not commenced within 180 days or if construction work is suspended for a period of 180 days. PROOF OF CONTINUATION OF WORK IS BY MEANS OF INSPECTION. INACTIVITY OF THIS PERMIT APPLICATION OF 180 DAYS WILL INVALIDATE THE APPLICATION. * The demolition and disposal of demolition debris must meet requirements as per Mason County regulations. it is unlawful for any person to cause or allow the demolition(or major renovation)of any structure unless all asbestos containing materials have been removed from the area to be demolished.work shall not commence on an asbestos project or demolition unless the owner or operator has obtained written approval from ORCAA @ 2490 B Limited Lane NW, Olympia WA 98502, 360-586-1044, 800-422-5623,www.orcaa.org * Any changes in proposed construction shall be reviewed by the engineer or architect of record and submitted in writing to the Mason County Building Department prior to construction. All engineering and/or architectural documents are a part of the approved set of plans and shall remain attached thereto. If documents are removed, approval will not be granted. In addition, a re-inspection fee (refer to current fee schedule, minimum 1 hour)will be charged and shall be collected by the Building Department prior to any further inspections being performed or approvals granted. * A separate inspection in addition to the inspections required in the IBC, Section 110 shall be required in accordance with the 2015 IBC, Section 1705.12.2 and Section 1707.1. The additional inspection is required when shear wall fastener spacing is required to be 4 inches or less. The shear wall schedule shown on sheet designate wall(s)type and with fastener spacing 4 inches or less. The required inspection may be performed by the Mason County Building Department, a WABO certified inspector, certified to inspect lateral connections,the Engineer of record (EOR), or an authorized representative of the(EOR). The special inspectors duties and responsibilities shall be as specified in Chapter 17. When a third party inspector is used to perform the inspection, special inspection reports shall be submitted to the Mason County Building Department, 615 W Alder St, Shelton, WA 98584 and also available on site for review by the Building Official. Inspection reports shall be completed and submitted to the Mason County Building Department in a timely manner and shall be submitted prior to the framing inspection of said project. -Printed by.Genie Mcfarland on.O6/O5/2019.1OAS.AM Page 3 of 4 i -- Mason County Mason County - Division of Community Development 615 W.Alder St. Bldg. 8 Shelton, WA 98584 360-427-9670 ext 352 www.co.mason.wa.us BULKHEAD OR DOCK- RESIDENTIAL BLD2019-00568 " A Mason County Stormwater Management Worksheet was completed and signed as part of this building permit application. Design, sizing, placement, inspection and maintenance of stormwater management systems shall be the responsibility of the owner/agent of the developed parcel. It is the owner/agent/contractor's responsibility to ensure that Mason County Department of Public Works has approved the stormwater site plan for this parcel prior to the commencement of any development activities. *NOTE if Stormwater Management option "A"was selected on the Small Parcel Stormwater Management Application/Worksheet the document entitled"Managing Storm Drainage on Small Lots,The Small Parcel Stormwater Site Plan"constitutes an approved plan based on the criteria listed on the application/worksheet. If the development has, or will have, a septic/drainfield system you are responsible for contacting Mason County Division of Environmental Health to ensure that the stormwater system will not adversely affect the septic system of this, or any other, parcel. You may also wish to consult with the septic design professional involved with the project. By calling for a final inspection of the building permit the owner/agent/contractor is acknowledging that all components of the stormwater management system have been installed as approved on the stormwater site plan. Provisions for surface/subsurface drainage control must be implemented with new construction or development on site and MUST NOT adversely impact adjacent parcels. Under the requirements of Mason County Stormwater Ordinance, either private ditches and drains will meet requirements of the stormwater ordinance or prior approval will be granted to use an existing utility and drainage easement dedicated for that specific purpose. For further information regarding this ordinance and the REQUIREMENT to obtain an ACCESS PERMIT for the installation/construction of a driveway or access connecting from a Mason County Road, Contact the Mason County Public Works Department prior to construction at Ext 450. For any construction which is proposed to be located within 25'of a Mason County road right of way, it is suggested to contact that office to review future planned work which may affect your project. * This structure is limited to U-occupancy use only(private garages, carports, sheds, and agricultural buildings.) Any other use will be in violation of the international codes and Mason County Regulations unless a"Change of Use" permit is applied for, reviewed and approved. * This structure is approved as unheated space. To be considered unheated space the area may be provided with a heating system that does not exceed maxium output of 1 watt per square foot., or 3.4 Btu/h per square foot. A permit and approval is required prior to installation of any heating system. When a heating system exceeds 1 watt per sq.ft(or 3.4 btu/h per sq.ft)the heated space shall be insulated in accordance with the energy code in effect at the time of permit application. 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/local law regulating construction or the performance of construction. Issued By: , Contractor or Aut orized Agent: (c� � Dater i ni , £ M Page 4 of 4 I riP"led from Mason County DMS i BUILDING I R I I � e I 6' THESE PLANS MUST BE I ON THE JuB SITE FOR INSPECTION. AFPROX"ATE LOCATION OF PROPERTYLIH£ NEW ON GRADE EDGE OF E)d$TWi STEPS BOAT GARAGE (NO CF60NGE) NEW RETAINMG WALL TO WARP IN LINE WITH EXISTING FAILED RETAMING WALL FCx�24' TOW:424' EXISTOJG RETANNG UAL ON ADJACENT PROPERTY FCx O'-0" Ffz-20' NEW RETAMING WALL N_j LOCATION OF EXISTING FAILED R WALL WLO I AF'PROX 36 LONG jz6 lei • 00 I MASON LAKE "boc +hvu5� s-1 a Foo �pri NORTH SITE PLAN SCALE: I"c-0'-0°