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USS 1822 BK 1 LT 1 - ZCP 3/14/2023wwr�y Kodiak Island Borough Community Development Department O d D 710 Mill Bay Rd. Rm 205 Kodiak AK 99615 1 a' Ph. (907) 486 - 9363 Fax (907) 486 - 9396 Zoning Compliance Permit Permit No. The following information lation is to be supplied by the Applicant: Property Owner/ Applicant: .7ftcv r,7 I i7I SO u( 1' Erx �% !-1 Y I I)T G8ya,-1CA Mailing Address: I'qJ Q A F (LE -9.A N LO Phone Number. Other Contact email, etc.: Legal Description: Street Address: Use & Size of Existing Structures: Subdv: i /sS -I q 17- - - Block: Lot: t�SurP Mtn» < « V.'r Oran luCrS OV' - CA SCv Fcw�nbt r3 2uC--til4 Description of Proposed Action: l%F/E f gfV',W ,, dt( '�61 s cur /del c a� A A n il�,r r 1 K/hFlcl_ c fltii) -E ✓r- of ce TysE tom., -r -n1z'r i1D�111oI�JM�� QaZE f1 UU)Fi(ru2iw(s CPMK6kPl F1TFC Site Plan to include lot boundaries and eristing easements, existing buildings, proposed location of new construction, access points, and vehicular parking areas, As Built required with all irnproventent changes. Staff Compliance Review: Current zoning: t0 t, -1 S PROP_ID t m Lot Area: Front Yard: Parking plan? Lot Width: l>t Rear Yard: ' r # Of Req'd Spaces: K VA Staff Compliance Review Notes and Specific Plat / Subdivision Requirements: Building Height: S Side Yard: As Built: Subd Case No. Plat No. Building PermitNo. Does the project involve Proof of EPA notification provided (if required)? an EPA definedfagilj .� 6' �- y *Requiredforall demolitions, for renovations disturbing at lentUosquare__ � ommercialbuildin star walmilitarybases), va jeet,lbOlinearfeet, or35cubicfeetofRegu[atedAsbestos Containing Materia/(RACM/. andfor institutions (sch .a. hospitgt.and residences renovations thatremove a loadsuppnrfingstrucmrelmemberec with more th four (4)dwelling units. No Dermal will be isstjed for such nromects without nroof of EPA notification Driveway Permit? Septic Plan Approval: Fire Marshall: AoolicantCertffication: lherebycertifythat 1willcomplywiththe provisionsoftheKodiaklslandBoroughCode andthat I have the authoritytocertifythisasthe propertyowner, orasarepresentativeofthepropertyowner.I agree to have identifiable corner markers in place for verification of building setback (yard) requirements. Attachments? List Other: / Date: 3/I� 2 Print Name: Date: 3 /13 2 �/a 3 Signature: This permit is only for the proposed project as described by the applicant If there are any changes to the proposed project, including its intended use, prior to or during its siting, construction, operation, contact this office immediately to determine if furtherreviewand approval of the revised project is necessary. THIS FORM DOES NOT AUTHORIZE CONSTRUCTION WHEN A BUILDING PERMIT IS REQUIRED. **EXPIRATION: Anyuiniugcompliancepermitissuedissubjecttothesam¢expiration,suspension, andrevocadonprovisionsasa building permit issued for the sameconstruedon permit. ** COD Staff Certification Date: _ CDDStaff: Payment Verification Zoning Compliance Permit Fee Payable in Cashier's Office Room If104-Main floor of Borough Building After -the -Fact 2X the published amount Not App li cable ❑ $0.00 El $0.00 Lessthan 1.75 acres: V $30.00 Ei $60.00 1.76 to S.00 acres: 0 $60.00 ❑ $120.00 5.01 to 40.00 acres: El $90.00 ❑ $180.00 40.01 acresor more: ❑ $120.00 n $240.00 Transaction Receipt - Success Kodiak Island Borough Kodiak Island Borough Community Development MID:200006988265 710 Mill Bay Road Kodiak, AK 99615 907-486-9323 03/14/2023 11:04AM Remittance ID: Kodiak031423150237045Cur Transaction ID: 302373563 MARK R OVERBEEK 1910 East Rezanof Drive KODIAK, Alaska 99615 United States Visa - 5444 Approval Code: 01956D Sale Amount: $30.00 Frontier Southern Baptist Church 907-486-3589 CZ2023-032 1910 East Rezanof Drive Service Fee: $1.00 Service Fee Type: Dual Transaction Total Amount: $31.00 Cardmember acknowledges receipt of goods and/or services in the amount of the total shown hereon and agrees to perform the obligations set forth by the cardmember's agreement with the issuer. Signature click here to continue. 3/13/23, 5:01 PM Division of Corporations, Business and Professional Licensing ENTITY DETAILS Name(s) Type Legal Name Name FRr1NTIFR Cl11 ITUFDnI vn orlcT nu{ inn, , u,.. Entity Type: Nonprofit Corporation Entity #: 9591 D Status: Good Standing AK Formed Date: 7/30/1970 Duration/Expiration: Perpetual Home State: ALASKA Next Biennial Report Due: 7/2/2024 Entity Mailing Address: 1910-A REZANOF DRIVE, KODIAK, AK 99615 Entity Physical Address: 1910-A REZANOF DRIVE, KODIAK, AK 99615 Registered Agent Agent Name: Steve Rounsaville Registered Mailing Address: PO Box 8665, KODIAK, AK 99615 Registered Physical Address: 3365 Elder St, Kodiak, AK 99615 Officials nChn,e, rw r- --- Lira Titles Treasurerams Vice President - Owne F4i arrisSecretaryRounsaville Presidentouth Director mm Director _J Voni Harris Director Filed Documents Date Type — Creation Filing Biennial Re ort P Biennial Report Biennial Re ort P .Click Filing ---�— ClicktoView1/1971 Click to View Click toView to View Certificate 1973 1987 __... _ httPs-./Avww.commerce.alaska.gov/cbp/main/Search/Entities aHou doevzaa •a W311 OWd NOtlONO LSILdtlB N311NONi sea»w n i as 8uuaauiHu3 auovued X� � _� Sid O ; O T O co N O N LD VDU N Z woo Q ri ¢��UV T W1W0000 ]VyWj V,Wj, y, NWZOZOO F— O W yaFnn >k'x O�oo OOUw2XKrc J UZVI LLWnn �1V0�0�(V ^ A n vim, of v�i'_�nnN UCf) OZ z0 a = I— a UQ� U tnLL; F-Eo o `r Q / Z W O w / j Q Z J o W_ ¢4 a Oow � 0° S310No, 380[ L 7 ar+.xk p ibIHO d0 NV23W'3013L :3112 ='—s ®.e +ionLn,ve HOVOHO 1511dV3 U311NONd 8�uvuHua auavwd LU �9 € it a m ALp Y 9 a b Jig 9 W R e f s d a z , ne A 5 € a@@rag k ffi @§ Oig R W ? 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C Client Chris Lynch Author Aaron Paradis Project Frontier Baptist Church Created with Clea rCalcs.com Date Feb 21, 2023 Job #. 2023.02.21 'Subject: Member Schedule Calculation Member Quantity Comments 73°!o AREA A RIGHT (LOFT FRAMING VERSION 2) 2x8 D.Fir-L No. 1 14.7 ft 43% AREA A BALCONY BEAM (LOFT FRAMING VERSION 2) 4x12 D.Fir-L No. 1 20.3 ft 73wo AREAA RIGHTALT (LOFT FRAMING VERSION 2) 2x8 D.Fir-L No. 1 14.7 ft Wood Balm tA50)(wrslon IN) — FloorJoist Client: P S Author: PANNONE ErutsmlEERnaG EERvicER. LLC Project: Summary Member 73% Moment Utilization 36% Shear Utilization 27% Bearing Utilization Minimum Bearing Length (End Supports) Minimum Bearing Length Lot Supports) F43% 1 Governing Live / Short -Term Deflection 27 % Governing Long -Term Deflection Governing Long -Term Deflection References: Chris Lynch Joseph Lawendowski Date: job in Frontier Baptist Church Subject: NDS 2018 (ASD) Design Conditions Design Code for Load Combinations Member Properties Cross -Sectional Area Strong Axis Moment of Inertia Section Modulus Base Allowable Bending Stress Base Allowable Shear Stress Base Perpendicular Compression 2x8 D.Hr-L No.1 Allowable Stress MIM' _ -924 lb*ft 11270 lb*ft True Modulus of Elasticity VIV' = 464 lb / 1300 lb Apparent Modulus of Elasticity RIR'= 843 lb/3160 lb Modulus of Elasticity for Deflections 4,mn.oW = 0.3161n Elastic Modulus (NDS 2018 2.3) Adjusted Modulus of Elasticity g6,min,int= 0.799 in Section Bending(NDS 20182.3) 8yf = -0.159 in (10828) Size Factor Incising Factor Positive Bending (NDS 2018 2.3) dyT=—0.1971n Governing Duration Factor - Positive Bending n u c osiBeam Stability Factor - PPositivetive Bending aeannesio FA w 21Sb ewrg66 Adjusted Bending Strength - FxYssails rxlMu1.1b assails rx1.3o 1, Positive Bending 6.3116 6 Negative Bending iNDS 2018 2.3) o z 4 6 8 10 tz 14 owrceaamLeboreesmmi Governing Duration Factor - Hey Properties Beam Plan Length Continuous Bracing for Lateral Torsional Buckling Loads Negative Bending Governing Beam Stability Factor- . Negative Bending Lz= 14.7ft Adjusted Bending Strength - Negative Bending Top Braced Shear Design INDS 2018 3.4) Governing Duration Factor Adjusted Shear Strength Bearing (NDS 2018 3.10) WKL10 raz Base Bearing Strength tolzAsb Comments 1 asertwa olaaer usaano o M 13ift10:1opfS L40� la:fr WfEailfst uzslsr s 1ai@ 0 2 4 6 8 10 12 14 .—ft—.ft.fie 0n Created with CluoZZIO.mm Feb 21, 2023. 2023.02.21 AREA A RIGHT (LOFT FRAMING PASS VERSION 2) International Building Code (IBQ 2021 A = 10.9 in' = 47.6 in4 S = 13.1 ins Fe = 1000 Pei P. = 180 psi Fs = 625 Psi Etrs6 = 1700000 P'1 Boris, = 1700 000 Pei E= 17000DO Pet Ev = 1700000 psi Ca,6 = 1.2 Qi,6 = 1 CDn = 1 Ci = 1 Fps = 1380 Pan C'DA 1 Ci = 0.843 Fb— = 1160 pet CD =. 1 F' = 180 psi Fu/Ce = 625 Psi Wood Beam (ASInnerelon I%— Rafter Client: Chris Lynch Author: Joseph Lawendowski PEA Project: Frontier Baptist Church References: NDS 2018 (ASD) Summary Member 41% Moment Utilization 43% Shear Utilization 43% Bearing Utilization Minimum Bearing Length (End Supports) Minimum Bearing Length lint Supports) g% Governing Live / Short -Term Deflection 7% Governing Long -Term Deflection Governing Long -Term Deflection 4xl2 D.Fir-L No. 1 -2730 @*ft / 6600 Ib*R VIV'= 2050lb/47201b RIM = 3260lb / 76601b Lb,,,, = 1.49 in tb,miD,ine = 1.06 W Jw =-0.0676in(U7950) 6yT =-0.0745in(U7770) SLT =—0.0745 in Madden[ +L1r2:12 fa x-51bo H c-ttblb H -1911tb Fa25/Ib H IF:25GIb H k:SWlb IX D:.13W 6.- N f,aWh:13fb EI b FsaMa�z25M1a k226Po HN.Iie.b ix4W 3]5I .326011 umb C,..to H@ dM6SP L tBtOb Limb 0 5 10 15 p wmr<ene,„LartaeameD Key Properties Beam Plan Length Lx = 20 ft Continuous Bracing for Lateral Torsional Buckling Top Braced Loads Created with ClearCaks.com Date: Feb 21, 2023 job #: 2023.02.21 Subject: AREA A BALCONY BEAM(LOFT FRAMING VERSION 2) t: u PASS Nr1DOn RUMINGwRIONz1 1631]Ih JL5151b L D317b 115151b ,Devb LL5151, mJnlb Je51sm +P52BI6 wAb +Da5281b +Lassb +D:5281b N 85-0b +D:5281b +L85-0b RRLL Li%Rr LWAftl LNSTd 49ft D 0.RL IW:d'I IX9A6pA waelam j� FLRU L.Aiplf 911 RRDL y �y saNWryM y 0 5 10 15 20 D�ixeDom LMaPeam IN D. SP, U35 b.fl%pY EO]�4 h E!Hpr iO3fr O.mff ,,] Design Conditions Design Code for Load International Building Combinations Code (IBC) 2021 Member Properties Cross -Sectional Area A = 39.4 0 Strong Axis Moment of Inertia I = 415 doe Section Modulus S = 73.8 in - Base Allowable Bending Stress Fb = 1000 Rai Base Allowable Shear Stress F = 180 Pei Base Perpendicular Compression Fu = 625 Rai Allowable Stress True Modulus of Elasticity EL,me= 1700000 pai Apparent Modulus of Elasticity E, = 1700000 pad Modulus of Elasticity for E = 1700000 Rai Deflections Elastic Modulus (NDS 2018 2.3) Adjusted Modulus of Elasticity E"= 1700000psi Section Bending (NDS 2018 2.3) - Size Factor CP,b= 1.1 3 Incising Factor Positive Bending (NDS 2018 2.3) Governing Duration Factor - Positive Bending Governing Beam Stability Factor - Posltive Bending Adjusted Bending Strength - Positive Bending Negative Bending (NDS 2018 2.3) Governing Duration Factor - Negative Bending Governing Beam Stability Factor- Cy = 0.975 Negative Bending Adjusted Bending Strength- _ = 1070 psi — CpD,e — 1 Negative Bending Shear Design (NDS 2018 3.4) C* = a 1 Governing Duration Factor CD = 1 �= 1100 psi Adjusted Shear Strength Fv= 180 psi Bearing (NDS 2018 3.10) Base Bearing Strength FLICe = 625 psi CLA 1 Comments 4 Wood Beam i eiW(version [68)—FloorJolst C Client: P � V Author: PYrvIWrvE ervolrveem rvu eanv�caa. uc project: Summary References: �ID Member 73% Moment Utilization 2998 Shear Utilization 15Wo Bearing Utilization Minimum Bearing Length (End Supports) Minimum Bearing Length (Int Supports) 53% Governing Live / Short -Term Deflection 63% Governing Long -Term Deflection Governing Long -Term Deflection seeeremz Chris Lynch Joseph Lawendowskl Frontier Baptist Church NDS 2018 (ASD) 2x8 D.Fir-L No. 1 MIMr = -924 Wit / 1270111 VIV' = 3791b / 1300 lb Rlk= 476 lb/3160lb lb,.mm,.ad = 0.0749 io 1b,min,im = 0.452 in 61 .0.129 in (L/342) 6LT=-0.23in(V191) 6LT = —0.23 in aeon gab 4au—V225Ib FxUdin-A2b Bmmg:3ln O'd)bb FxMlax<]fib L.327m rxW.lrt 169ro D.Mib L22sb 0 2 4 1 8 10 12 16 � tram u fta aeam 11U Key Properties. Beam Plan Length Lx = 14.7 ft Continuous Bracing for Lateral Torsional Buckling Top Braced Load, wuuo ,14 Ib fI noarlu0 RIM L5 3pY 11LW:19BI.. f4lP Wf.i lit �IX251 Pv a 142P 0 2 4 6 0 io 12 14 Doo... ufta .. W Design Conditions Createdw hClearealo.mm Date: Feb 21, 2023 Job #: 2023 02.21 Subject AREA A RIGHT ALT(LOFT o FRAMING VERSION 2) PASS Design Code for Load International Building Combinations Code (IBC) 2021 Member Properties Cross -Sectional Area A = 10.9 ia' Strong Axis Moment of Inertia I = 47.61n' Section Modulus S = 13.1 iao Base Allowable Bending Stress Fb = 1000 pal Base Allowable Shear Stress F = 180 pact Base Perpendicular Compression Fct. = 625 psi Allowable Stress True Modulus of Elasticity Ep = 1700000 pal Apparent Modulus of Elasticity B.e,= 1700000 psi Modulus of Elasticity for E= 1700000 pal Deflections Elastic Modulus (NDS 2018 2,31 Adjusted Modulus of Elasticity E"= 1700000 pal Section Bending (NDS 2018 2.3) Size Factor CF,b = 1.2 Incising Factor Ci,b = 1 Positive Bending INDS 2018 2.3) Governing Duration Factor- Cnh = 0.9 Positive Bending Governing Beam Stability Factor- + — CL — 1 Positive Bending Adjusted Bending Strength -+ = 1240 Psi Positive Bending Negative Bending (NDS 2018 2.3) Governing Duration Factor- _ Cop = 1 Negative Bending Governing Beam Stability Factor- _ CL _ — 0'� Negative Bending Adjusted Bending Strength- _ = 1180 psi Negative Bending Shear Design (NDS 2018 3.4) Governing Duration Factor Co = 1 Adjusted Shear Strength F' = 180 psi Hearing IN DS 2018 3.10) Base Bearing Strength Fu/Cb = 625 psi Comments c