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20100194 Permit Pkg 12152010City of Yelm Community Development Department Building Division Phone: (360) 458-8407 Fax: (360) 458-3144 Applicant: Name: PUERTO VALLARTA RESTAUR Address: 802 YELM AVE W YELM WA 98597 Property Information: Site Address: 802 YELM AVE WEST owner: Assessor Parcel No.: 21724140800 Subdivision: Contractor Information Phone: 360-789-4598 LETICIA MEZA Lot: Name: ROADWAY CONSTRUCTION, INC Phone: Address: CHRIS PO BOX 1472 TACOMA WA 98401 Contractor License No.; ROADWAYCi0556P Expires: 1/08/2011 Project Information: Project: COMMERCIAL REMODEL Description of Work: PATIO COVER OVER OUTSIDE DINING PATIO Sq. Ft. per floor: First Heat Type (Electric, Gas, Other): Second Third Garage Basement Fees: Item BUILDING Contractor PUERTO VALLARTR RESTAUR Permit No.: 20100194 Issue Date: 1 211 5/201 0 (Work must be completed within 180 days) TOTAL FEES: Applicant's Affidavit: I certify that I have read and examined the information contained within the application and know the same to be true and correct. I also certify that the proposed structure is in conformity with all applicable City of Yelm regulations including those governing zoning and land subdivision, and in addition, all covenants, easements an frictions of record. If applying as a contractor, I further certify that I am currently registered i e S ate~lf Washington` ~ ~ Fees $ 319.06 S 319.06 OFFICIAL USE ONLY # Sets of Prints: Final Inspection: Date: By: DEC 2 2 2010 CITY OF YELM COMMERCIAL BUILDING PERMIT APPLICATION FORM Project Address: b ~, ~ , IVtJ, Parcel #: ~ ~ ~ ~ ~ ~L 8ph • Zoning; Current Use: Proposed Use: r~ New Construction -, Re-Model / Re-Roof /Tenant Improvement Plumbing Mechanical -Fire PrevenUSuppress/Alarm Other Project Description/Scope of Work: C O~j~~ 1~ e_T CS ~TGt,~ Project Value:~a~~~~~ Building Area (sq. ft) Parking Garage 1g~ Floor 2"d Floor 3`d Floor Building Height Are there any environmentally sensitive areas located on the parcel? ~ If yes, a completed environmental checklist must accompany permit application. BUILDING O ER/TENANT NAME: ADDRESS EMAIL klG,~ ~ CITY STATE ZIP ~ TELEPHONE '' l' . Ai„ J-t • • MECHANICAL CONTRACTOR TELEPHONE ADDRESS EMAIL CITY STATE ZIP FAX CONTRACTOR'S LICENSE # EXP DATE CITY LICENSE # Copy of Clty Mitigation documentation (TFC). I hereby certify that the above information is correct and that the construction on, and the occupancy and the use of the above described property will be In accordance with the laws, rules and regulations of the State of Washington and the City of Yelm. ~~ ~ iz v Applicant' (gnat a Date Owner / _ontractor Owner's Agent /Contractor's Agent /Tenant (Please circle one.) All permits non-transferable and will expire if work authorized by such permit is not begun within 180 days of issuance, or if work is suspended or abandoned for a period of 180 days I05 Yelm Auenu~ PO Box 479 Yelm, WA 98597 (360) 458-3835 (360) 458-31 www.ci.yelm ~3,Y: -------------------- Contractors or Tradespeople Detail Washington State Department of Labor & Industries Contractors or Tradespeople Detail Return to List > Start a New Search > ~ Printer friendly Verify Workers' Comp Premium Status Check for Dept. of Revenue Account Page 1 of 2 About General/Specialty Contractor A business registered as a construction contractor with L&I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name ROADWAY CONSTRUCTION INC UBI No. ~ 601 593258 Phone No. (253) 543-5007 Status ~ Active Address Po Box 1472 Suite/Apt. License No. ROADWCIOSSBP City Tacoma License Type ~ Construction Contractor State WA Effective Date 1 / 17/ 1995 Zlp 98401 1472 Expiration Date 1 (8/201 I County Pierce Suspend Date Business Type Corporation Parent Company Specialty 1 ~ General Specialty 2 ~ Unused ® Other Associated Licenses Specialty Specialty Effective Expiration License Name Type Status 1 2 Date Date Construction TCON*°022LN J J & T CONSTRUCTION Concrete Unused 6/1 5/1998 6/2/1999 Archived Contractor Construction ROADWC"153D2 ROADWAYCONST General Unused 3/22/1985 1/4/1995 Archived Contractor JON ANDERSEN Construction JONANC'192D3 General Unused 3/23/1981 2/27/1983 Archived - CONSTRUCTION Contractor iJ Business Owner Information U Hide All Name Role Effective Date Expiration Date ANDERSEN, JON O1 /O1 /1980 ~•, https://fortress.wa.gov/lni/bbip/Result.aspx 10/13/2010 Contractors or Tradespeople Detail Page 2 of 2 BROWN, EDWARD H, JR O1 /O1 /1980 SCHOBER, CHRISTOPHER E O1 /O1 /1980 lJ Bond Information Bond Company Bond Account Effective Expiration Cancel Impaired Bond Received Band Name Number Date Date Date Date Amount Date Until 6 CBIC SE5392 01/01/2003 $12,000.00 01/08/2003 Cancelled ~ ~~ Assignment of Savings Information No records found for the previous 6 year period U Insurance Information Company Effective Expiration Cancel Impaired Received Insurance Policy Number Amount Name Date Date Date Date Date OHIO CA5 9 gK052974960 07/29/2005 07/29/2011 $1,000,000.00 07/02/2010 INS CO OHIO CAS 8 52974960 07/29/2004 07/29/2006 $1,000,000.00 08/03/2005 INS CO Summons/Complain[ Information Cause County Complaint Judgment Status Payment Paid By 05-2-00063-2 Date: of/t3/2oo5 Date: Date: QUALITY ROCK PRODUCTS THURSTON Amount: $z,545•zz Dismissed Amount: $o.oo Amount: InterPlead: No ~'_i Warrant Information J No unsatisfied warrants on file within prior 6 year period © Washington State Dept. of Labor and Industries. Use of this site is subject to the laws of the state of Washington. https://fortress.wa.gov/lni/bbip/Result.aspx •Ii;Ce53 ~14ashittgWttw 10/13/2010 .~~~ ~aC~T `!AL!^ UN?#L FEE IS PP,(D i5 HEREBY +_!C£`JS;=D TC> GPER:aiE , ~~ rv.41...1 E ~. ..'. i L This Licenst: r~usi b? posted in a conspicuous place at tt-~e business location ~~ Hod e en ineerin ~ inc. g g 9.13.10 Letter # 10334 RE: Puerto Vallarta Awning Awning Structural Observation To Whom It May Concern: At the request of the owner I have reviewed drawings and photographs of the back awning at the Puerto Vallarta restaurant. Site Criteria: Wind exposure B 85 mph Seismic D2 Snow load 25 PSF Slopped site with no geotechnical report The awning is a 35' wide by 11' deep structure attached to an existing building. The attachment to the building is to the structural fascia of the rafter tails. The rafters have been cut to be within 6" of the existing bearing wall. See attached builder provided sketches and photographs. Wood Structural Members: 1. The rafters are 2x6 DF #2 pressure treated at 16" on center spanning 8' with 3' cantilever. The rafters are adequate for the application. See attached rafter calculation. 2. The main beam is an 8x8 DF #2. This beam is over spanned in bending with the 17'10" span. The builder can fix this over spanned beam by adding posts or replacing the beam. The replacement beam can be an 8x14" DF#2 or a 5- 1/8"x12" GLB. Adding two posts, one in the middle of each beam span, is also an option. 3. The 8x8 DF #2 columns are adequate and are about 10% loaded in their as- ~, build condition. d~~, P'` o ~~,,i engineer of record and regards his engineering only. This letter requirements. Any schedule or cost impact is the responsibility ctor has the final authority to allow field changes to I.2~ ~ ~ ~ ~~/ 5~ ; , I~odgc ~ngiiic:erin~;, Ili.:. .2~ ,v.,<rL,~ .Jo4in E. Hodge P. i~.. ~ ~ ~ ? _~ 1 _ _ .., •vtiy ~ Jahn Ave NNE Ste. E~ Coif; Harhg~r, OVA c)5335 (~53) 557-'70;77 Ftrx (=53) 557-7gcJ BY: ------------------- Hod e en ineerin ~ inc. g g 4. The 2x6 rafters are attached to the existing structural fascia of the existing trusses. The rafters are attached with Simpson LUS hangers. This is an adequate connection. Structure Hardware: 5. The rafters are connected to the 8x8 main beam with Simpson H1 hurricane clips every rafters. 6. The post to beam connection is with Simpson 12" OT or Oi' and 12 gauge A44 clips. 7. The post is embedded 24" into an 18" concrete pad at the edge of the concrete patio. Proposed Corrections: Adding post or changing the oversized main beam as noted in #2 above. Overall Structural Code Compliance: In my professional opinion the design and as-built construction of the Puerto Vallarta awning addition meets the requirements of the 2009 IBC on the beam is corrected. The original structure was not compromised by the addition. See attached photos of the construction of the addition and engineering calculations. Iny questions regarding this project. engineer of record and regards his engineering only. This letter s requirements. Any schedule or cost impact is the responsibility ctor has the final authority to allow field changes to approved Hodge Engineering, Inc. Jokin E. Hodge P. C:. < Ea1ci .Jahn .Ave NN' Ste. E5 Gig Hart~or, ~~a3) SSi-7~5 Fas (''-53) 557-7599 ~M'A 953:35 COMPANY PROJECT Hodge Engineering,lnc. PuertoVallartaMainBeam Hod a 2615 Jahn Ave NW Suite E5 Beam2 Gig Harbor, Wa engineering 1 n C . 253-857-7055, 857-7599 Fax Sep. 12, 201019:08 Design Check Calculation Sheet Sizer8.11 LOADS: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (7.00)* psf Load2 Snow Full Area 25.00 (7.00)* sf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) Unfactored: Dead 1055 1055 Other 1560 1560 Factored: Total 2616 2616 Bearing: Load Comb #2 #2 Length 0.70 0.70', Cb 1.00 1,00 Timber-soft, D.Fir-L, No.2, 8x8" Self-weight of 13.36 plf included in loads; Lateral support: top= at supports, bottom= at supports; This section FAILS the design check WARNING: This section violates the following design criteria: Bending and deflection Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 65 Fv' = 156 fv/Fv' = 0. 91 Bending(+) fb = 1990 Fb' = 690 fb/Fb' = 2. 88 Live Defl'n 1.22 = L/179 0.59 = L/360 2. 06 Total Defl'n 2.46 = L/86 0.89 = L/290 2 .76 DESIGN NOTES: 1. Please verifythatthe default deflection limits are appropriate foryourapplication. 2. Sawn lumberbending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Hodge Engineering,lnc. PuertoVallartaMainBeam H ~ ~ ~ 2615 Jahn Ave NW Suite E5 Beam2 Gig Harbor, Wa n g 1 n C 8 r l n CJ 1 n C. 253-857-7055, 857-7599 Fax Sep. 12, 201019:08 Design Check Calculation Sheet Sizer8.11 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 7.5.00 (7.00)* psf Load2 Snow Full Area 25.00 (7.00)* sf *Tributary width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) Unfactored: Dead 1151 1151 Other 1560 1560 Factored: Total 2711 2711 Bearing: ~ Load Comb #2 #2 Length 0.72 0.72 Cb 1.00 1.00 Timber-soft, D.Fir-L, No.2, 8x14" Self-weight of 24.05 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nis Zoos Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 35 Fv' = 156 fv/Fv' = 0. 22 Bending(+) fb = 637 Eb' = 797 fb/Fb' = 0. 80 Live ~efl'n 0.21 = <L!999 0.59 = L/360 0. 35 Tob~l ! 0.49 - '.,'489 0.89 = L/290 0. 50 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate foryour application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Hodge Engineering, Inc. Puerto Vallarta Main Beam Hod a 2615 Jahn Ave NW Suite E5 Beam2 Gig Harbor, Wa engineering 111 C . 253-857-7055, 857-7599 Fax Sep. 12, 2010 19:09 Design Check Calculation Sheet Sizer8.11 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (7.00)* psf Load2 Snow Full Area 25.00 (7.00)* sf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) Unfactored: Dead 1063 1063 Other 1560 1560 Factored: Total 2623 2623 Bearing: Load Comb #2 #2 Length 0.79 0'79 Cb 1.00 1.00 Glulam-Unbal., West Species, 24F-1.8E WS, 5-118x12" Self-weight of 14.16 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005: Criterion Analysis Value Desi n Value Anal sis/Desi n Shear fv = 57 Fv' = 305 fv/Fv' = 0. 19 Sending(+) fb = 1141 Fb' = 2699 fb/Fb' = 0. 43 Live Defl'n 0.30 - L./713 0.59 = L/360 0. 50 Total Defl'r: 1 - !:i353 0.89 = L/240 0. 68 DESIGN NOTES: 1. Please verifythatthe default deflection limits are appropriate foryourapplication. 2. Glulam design values are for materials conforming to AITC 117-2001 and manufactured in accordance with ANSI/AITC A190.1-1992 3. GLULAM: bxd =actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smallerof Fcp(tension), Fcp(comp'n). COMPANY PROJECT Hodge Engineering, Inc. PuertoVallarta Main Beam Hod a 2615 Jahn Ave NW Suite E5 Beam2 Gig Harbor, Wa engineering 111 C , 253-857-7055, 857-7599 Fax Sep. 12, 2010 19:10 Design Check Calculation Sheet Sizer8.11 LOADS: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 15.00 (7.00)* psf Load2 Snow Full Area 25.00 (7.00)* sf *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) Unfactored: Dead 533 53311 Other 788 7881 Factored: Total 1320 13201 Bearing: Load Comb #2 #2 Length Cb 0.50* 1.00 0.50* 1.00 *Min. bearing length for beams is 1/2"for exterior supports Timber-soft, D.Fir-L, No.2, 8x8" Self-weight of 13.36 plf included in loads; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2005 Criterion Anal sis Value Desi n Value Anal sis/Desi n Shear fv = 30 Fv' = 195 fv/Fv' = 0. 16 Bending(+) fb = 507 Fb' = 862 fb/Fb' = 0. 59 Li~.~e Def''.. 0.08 = <L/999 0.30 = L/360 0. 25 '1'cta~ =~~~~r-.' ~~.15 = L/711 0.95 = L/290 0. 34 DESIGN NOTES: 1. Pleaseverifythatthedefaultdeflection limits are appropriate foryourapplication. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Hodge Engineering,lnc. PuertoVallartaMainBeam Hod a 2615 Jahn Ave NW Suite E5 Column1 Gig Harbor, Wa engineering 1 n C . 253-857-7055, 857-7599 Fax Sep. 12, 2010 19:12 Design Check Calculation Sheet Sizer8.11 zoaDS: Load Type Distribution Pat- tern Location tft] Start End Magnitude Start End Unit Loadl Dead Axial (Ecc. = 0.00") 3000 lbs MAXIMUM REACTIONS (Ibs): v N lD 8'-6" 0 Timber-soft, D.Fir-L, No.2, 8x8" Self-weight of 13.36 plf included in loads; Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 8.50= 8.50 [ft]; Ke x Ld: 1.00 x 8.50= 8.50 [ft]; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2005 Criterion Anal sis Value Desi n Value Anal sis/Desig n Axial Axial Bearin fc = fc = 55 55 Fc' = Fc* = 585 630 fc/FC' = 0 fc/Fc* = 0 .09 .09 DESIGN NOTES: 1. 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