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4058 Olivine Dr
CITV OF EAGAN Remarks * Cedar Grove Acquiaiticuc AdditionCEll k5 Lot lp gI k 11 Parcel 10 16704 100 11 Owr,er _ - ??? Streec 4058 Olivine Drive State._F,agan MN 55122 iO...n A J Improvement Date v Amount Annual Years Payment Receipt Date STREET SURF. STREET RESTOR. GRADING SAN SEW TRUNK ?Z 1967 100.00 29.20 20 Paid SEWERLATEFAL 3 1967 4$4.00 .20 Paid WATERMAIN * WATERLATEFiAL 1972 607.00 24.2$ 25 Paid WATER AREA . STORM SEW TRK 77 1970 70.00 3.$0 20 PdlC] STORM SEW LAT CURB & GUTTER SIDEWALK STREET LIGHT WATER CONN, BUILOING PEq. SAC PARK EAGAN TOWNSHIP BUILDING PERMIT Ownez .....-?..?::----?/,?,....?:?4?ef: ?i..:. ?---'... Addreas (Presen!) _.?.:....-.s?-=-----??...o?':-?-?-----,?=??'-?-•--y. Buildes ..... Address N° 1'721 Eagaa Township Towa Hall ti ?/ Data __??-??...l.f..?9.??....... SSOSies To Be Used Fos Froni Depih Heighi Esf. Cos! Permif Fee Remazks ?' ? I L_/ 4 r • ?..?_?-j ,cn?.?-f.i /?? `•' ?(? ? U ? LOCATION Slree2, Aoad or other Descripfion of Loca2ion ? Lot ? Block I Addifion or Tsac! /? ? // ? ?° ,%2 .s' Tdis permi! doea ao! aulhoxise the use of sireeis, raads, alleps or sidewelks nor does it give !he owner or his egenS 1he righ!!o ereale any siluation whiah is a nuisance or whieh psesenls a hasard !o !he heallh, safety, convenience and general welfare !o anqone in She communilp. THIS PERMIT MUST BE/?C?EP?T ON T,,H/?E PAEMISE WHILE THE WORK IS IN PROGRESS. . .:..-°°- This is !o eertifp, fha!_...S.::L.2-5.^ :..??!?!-w-L-_?:-K-'??has permission !o erea! a---. --? - . ----• ............ . ----upon !he above deseribed premise subjeei !o !he provisions of fhe Bvildinq Ordinanee for Eag Township opied April 11, 1955. ? n / /,.,9? ? ?.?l o/- ....""_"'-"'......---`- ?' - "^'_? ? `..:`.-?'_??"""_"-'-"---. Per ......-'---------- -------- -?..../..J?r?"!K. "-"_'-'--'--""""-....""_"-- O Chairm?of Tnwn Boerd Building'?nspecloz 2008 RESIDENTIAL BUILDING PERMIT APPLICATION Date: A"t1 Site Address: Tenant: Suite Jk: RESIDENT / OWNER Name: 1D??-?? Phone: Address / City / Zip: Applicantis'- ?Owner _Contractor TYPE OF WORK Description of work: Construction Cost: Multi-Family Building: (Yes i/ No ? ? CONTRACTOR Name: il License #: Address: City: State: Zip: Phone: Contact Person: COMPLETE THIS AREA QNLY IF CONSTRUCTING A NEW BUILDING Minnesota Rules 7670 Cateaorv 1 Minnesota Rules 7672 Energy Code . Residentia) Ventilation Category i Worksheei • New Energy Code Worksheet Category Submitled Submitted (4 5ubmission type) • Energy Envelope Calculations Su6mitted In the last 12 months, has the City of Eagan issued a permit for a similar plan based on a master plan4 _Yes _No ff yes, date and address of master plan: Licensed Plumber: phone: Mechanical Contractor: Phone: Sewer & Water Contractor: Phone: NOTE: Plans and supporting.docu"mein3s that you submit are cansidered to be'o-ubllC iniormatron ':Portlons af wi Y6e infoirrt956n may be class+fred as`rion-public W yau p'rovrde specrfic reasoRS thai woyld permrtthe Citto ° ?;:cvncTudefhatChe 'are_traile:secrets..'? . ? ?' ?'?? 1 here6y acknowledge that this information is complete and accurate; fhai the work wilt be in conformance with ihe ordinances and codes of the Ciry of Eagan; that I understand this is not a permit, but only an application for a permit, and work is not to start without a permi[; that the work witl be in accordance with ihe approved plan in the case of work which requires a review and approval of plans. p v.v? ?,, f3 `U? x ! Applicant rinted NanNe App Ys Signature Page 1 of 3 , New Construction Reouiremenis 3 registered site surveys 5hawing sq (20%maximum lot coverage allow 1 Soils Report if proposed building i 2 copies of plan showing beam & wi po g 1 set W Energy Calcula6ons 3 wpies of Tree Preservation Plan if lot platted affer 711l93 Rim Joist Detail Op6ons selection sheet (huiltlings with 3 or less units) Minnegasco mechanical venlilafion form 'ATION 7? offi? uN oniY CeROfSurveyReod _Y _N Sals Report _ Y _ N iree Pres Plan Recd _ Y_ N, Tree Pres Required _ Y_ N On-site Septic System _ Y _N Plans are considered oublic information unless vou state thev are trade secret and the reason. Date? /?? /0 ? Site Address y D S U 0L,? V .L {'V e Construcfion Cost I a? -`7 v 7 ?? UniUSte # Description of Work Ai?ci, A i 9 r ; Malti-Family Bldg _ Y ?' N Fireplaee('s) ?i _ 1 _ 2 - Property Owner I O h U Y'? h ?A b..V,., (?VOYN Telephone#( ?51) ?7I/ o1p_ Contractor V\{+ ? Address State City Zip Telephone # ( ) COMPLETE THIS AREA ONLY IF CONSTRUCTING A NEW BUILDING - Minneso[a Rules 7670 Cateeorv 1 Minnesota Rules 7672 Energy Code Category , Residential Ventilation Category t Worksheet • New Energy Cotle Worksheet (J submission type) Su6mittetl Submitted • Energy Envelope Calculalions Submitted In the last 12 months, has the City of Eagan issued a permit for a similar plan based on a master,plan? _ Y _ N If yes, date and address of master plan: ' Licensed Plumber ?Telephone # ( MechanicalContractor 'cGP'11 5"7(107 "Tefephone#( Sewer/Water Contractor ! Telephone #( I h0xeby apply for a Residential Building Permit and acirnowledge that the Information is complete anct accurate; that the work will be in conformance with the ordinances and codes of the City of Eagan and the State of MN Statutes; I understand this is not a permit, but only an application far a permit, and work is not to start without a permit; that the wark will be in accordance with the approved plan in the case of work which requires a review and annroval of nlans. o h h N 0-v? iD I ?? Applican ' Printed N e City Of Eagan 3830 Pilot Knob Road, Eagan MN 55122 C Telephone # 651-675-5675 FAX # 651-675-5694 s to be placed on disWrbed soil 7 site survey for additions & dedcs ndowsizes; uredfounddesi qe[c. AddRion-indicafeifon-srtesepticsystem Zoo? RESIDENTIAL BUILDING rE?iT nrrLx RemodellReoair Reouirements . ft of lot sq. ft. oi house; and all roofed areas • 2 copies of plan shaving footings, beams, joists ed) 1 set of Energy Calwla6ons fw heated additions ? Appl` t's ignature DO NOT'WRITE BELOW THIS LINE . I Sub Tvpes ? 01 Foundation ? 07 05-plex ? 13 16-plex ? 20 Pool ? 30 Accessory Bldg ? 02 SF Dwelling ?, 08 06-plex ? 16 Fireplace ? 21 Porch (3-sea.) ? 31 Ext. Alt- Multi ? 03 01 of _ plex ? 09 07-plex ? 17 Garage A( 22 Porch/Addn. (4-sea.) ? 33 Ext. Alt- SF ? 04 02-plex ? 10 OS-plex ? 18 Deck ? 23 Porch (screenlgazebo/pergola) ? 36 Mutti Misc. ? 05 03-plex ? 11 10-plex ? 19 Lower Level ? 24 Storm Damage ? 06 04-plex ? 12 12-plex ? 25 Miscellaneous Work Tvpes ? 31 New ? 35 Int Impravement ? 38 Demolish Interior ? 44 Siding ? 32 Addi6on ? 36 Move Building ? 42 Demolish Foundation ? 45 Fire Repair ? 33 Alteration ? 37 Demolish Building` ? 43 Reroof ? 46 WindowslDoors ? 34 Replacement `Demolition (Entire 81dg) - Gi ve PCA handout to applicant DeSCfIpYl00: WaterDamage_ Yes 1RG-'/R Valuation / 6&0 - Occupancy MCES System - Plan Review r? 100% or 25% z°o4 T 92G Census Code Zoning ? L City Water SAC Units Stories 1 Booster Pump - # of Units Sq. Ft. PRV # of Bldgs Length 30 Fire Sprinklered ? Type of Const ',(3 Width 39 _ Footings (new bidg) Footings (deck) iE Footings (addition) ? Foundation Drain Tile Roof _A Ice & Water A Fina] ? Framing Fireplace R.I. Air Test Final ? Insulation Approved By: Base Fee Surcharge Plan Review MC/ES SAC City SAC Utility Connection Charge S&W Permit & Surcharge Treatment Plant License Search Copies Other Total REQUIRED INSPECTIONS _ Sheetrock Final/C.O. FinaUNo C.O. HVAC Other _ Pool Ftgs Air/Gas Tests Final _ Siding _ SYacco La[h _ Stone Lath _Brick W indows _ Retaining Wall Building Inspector Ga ?9 ?', CAp4*1, fBg4 & ?, le A nnul,Ln 5,#A*Slz& 3 3? 19 i4a t-° 19l0 ll 3-9 3aiG° 60?? ry?}. ?S - REScheck Software Version 4.1.1 Compliance Certificate Project Title: Garage and Mudroom Report Date: 09/1a107 Da[a filename: C:1Program Files\CheckUiESchedc\garage.rck Energy Code: 2000 MinnesoW Energy Code Location: Dakota County, Minnesota Construction Type: Single Family Glazing Area Percentage: U% Climate Zone: 2 Construction Site: OwnerlAgent: DesignerlContractor: 4058 Olivine Dr. Tony Hampton Eagan, MN 55122 4058 Olivine Dr. Eagan, MN 55122 651-994-1626 Compliance: % r Than Coda Maximum UA: 87 Your UA: 66 Wall 1: Wood Frame, 16' o.c. 440 19.0 0.0 Door 1: Solid 24 Door 2: Solid 24 Ceiling 1: Flat Ceiling or Scissor Truss 240 38.0 0.0 Crewl 1: Masonry Block with In[egrel Insula[ion 176 0.0 10.0 Wall height:4.0' Depfh below grade: 4.0' Insulation depth: 4.0' Inside below-grade depth: 2.0' . Fumace t: Forced Hot Air78 AFUE Air Conditioner 1: Electric Cenhal Air13 SEER 0.500 0.500 23 12 12 7 12 Gompliance Statement: The proposed 6uilding desiqn described here is consistent with the building plans, specifcations, and other calculations submitted with the permit application. The propased building has 6een designed to meet the 2000 Minnesota Energy Code requirements in REScfrack Versi n 4.1.1 and W comply wi[h the mandatory requirements listed in the REScheck laspec6on Checkiist. I ov\?,, ? `0? Name - Titlg Sinnatu Date Project Title: Garage and Mudroom Page 1 of 3 Data filename: C:\Program Files\ChecklREScheck\garage.rck Report dete: 09118107 wp? < < F i r? e r t f ? ? _.W ? .. ,.-a l s€?C-' i s i ?? ?J .. is r A ?i . 8 `fn?a%ry?.es.letA'? re ? ?!N'1? ? !t+r lftftlmk r ? i k . . . . . . . . . ?? J •? , ?t ?_ ? ? V. or r, i CITY USE ONLY PERMIT li: RECEIPT DATE: ftUIDERTIAL M£CHkNICAI. PEiMIT APPLICATION crrYoFEAskx , 3$30 PII.OT KAOB iW £A6MMA 551 YE , i 651-681-4675 Please complete for: ? single family dwellings townhomes and condos when permits are required for each unit Date: jA- / l• o ' SITE ADQftESS: OWNER NAME: INSTALLER NAME: ?4 iVJJF STREET ADDRESS: _/(9 pl( l?Y({/"? 4 CITY: m AJ? STATE: Place a check mark next to the nermit work tvoe TELEPHONE#: G • 4fl- b777 (AR CODE) TELEPHONE#: (ARER CO E) • ZIP: _ New residential dwelling unit under constructionand not owner/occupied $ 70.00 Add-on modification or alt tion to existinq dwelling unit $ 50.00 • furnace replaceme • air exchanger • air conditioner • other Natureofwork: State Surchar e $ .50 T l ?1I "O ? ota S ?[! Reminder: Call for inspections. ? _SIGNATURE OF PERMITTEE Updated t/01 CITY USE ONLY PERMIT #: APPROVED BY: INSPECTOR RECEIPT DATE: COMMERCIAI. MECHi4NICAI. PFIMIT APPLICATION C1TY OF EAHAft 3$80 PILOT KNOB ftD F-AsM, Mlv 55122 651-6$1-4675 Please complete for: all commercial/industrial buildings multi-family buildings when separate permits are not required for each dwelling unit DATE: SITE ADDRESS: OWNER NAME: TENANT NAME (IMPROVEMENTS ONLI'): PHONE #: (ARFA CODE) WAS THERE A PREVIOUS TENANT IN THIS SPACE? Y N. NAME: INSTALLER: ADDRESS: CITY: WORK T'YPE: New construction _ Intenor Improvement _ Processed Piping Specify ZIP: Install U.G. Tank Remove U.G. Taak When installing/remaving underground tank, call 651-681-4675 fnr inspection by Fire Marshal and Plumbing Iinspector. Fees: 1% of contract price OR $50.00 minimum fee, whichever is greater. Underground tank removaUinstallarion = minimum fee Conhactprice: $ x 1%= $ State surcharge TOTAL $ PHONE #: - (ARF,A CODE) STATE: (Base Fee) calculate at $.50 for each $ 1,000 Base Fee SIGNATURE OF PERMITTEE Updated 1/Ol ii i _ city of eagan MEMO TO: DIANE DOWNS, UTILITY BILLING CLERK FROM: ED KIRSCHT, SR. ENGINEERING TECHNICIAN DATE: AUGUST 23, 1993 SUBJECT: STREETLIGHT ENERGY COSTS-CEDAR GROVE NO. 5(208 LOTS) This memo is to inform your department to begin to invoice the energy costs at the single family rata effective August 1, 1993 to the property owners in Cedar Grove No. 5 Addition. BloCk 1, Lots 1-22 22 Block 2, Lots 1-19 19 BloCk 3, LOts 1-11 11 Block 4, Lots 1-16 16 BIoCk 5, Lots 1-25 25 Block 6, Lots 1-22 22 Block 7, Lots 1-25 25 Block 8, Lots 1-5 5 Block 9, Lots 1-2 2 Block 10, Lots 1-23 23 Block 11, Lots 1-14 14 Block 12, Lots 1-9 9 Block 13, Lots 1-15 15 208 The City is currently being billed by Dakota Electric for streetlighting in the above listed subdivision. Edward J.`I?'irscht Sr. Engineering Technician cc: Mike Foertsch EJK/je 10-11-6 EBGEiN TOWNSHIP 3795 Pilot Knab Road St, Paul, Minnesota 55111 Telephone 454-5242 PERMIT FOR SEWER SERVICE CONNECTION DATE: March 1, 1968 OWNER: Cedar Grove Const, Co, PLUMBER Stein, Inc. NCa'BER Address 4058 Olivine Drive TYPE OE PIPE Cast Iron DESCRIPTION OF BIIILDING Industriali Commercial+ Residential Multiple Dwelling No. of units ' I I X I I One Location of Connections: Street Repairs Total 020 7• s0 (Y???rE? ?.Q Inspected by: DaCe Remarks: n 3j ? tY.P ?6 Connection Charge ? ? , '?? Permit Fee. `?? " ?' Sy Chief Inspector In consideration of the issue and delivery to me of the ahove permit, I hereby agree to do the proposed work in accordance with the rules and regulations of Eagan Township, Dakota CounYy, Minnesota Stein Inc. By. Pl,?aee r.ar.if.y t,hen ready for inspection and conn-acrion ar.d before any porticn of tha wcrk is covered. PERMIT City of Eagan Permit Type:Plumbing Permit Number:EA111547 Date Issued:07/01/2013 Permit Category:ePermit Site Address: 4058 Olivine Dr Lot:10 Block: 11 Addition: Cedar Grove 5th PID:10-16704-11-100 Use: Description: Sub Type:Residential Work Type:Replace Description:Water Heater Meter Size Meter Type Manufacturer Serial Number Remote Number Line Size Comments:Please call Building Inspections at (651) 675-5675 to schedule a final inspection. Kris Oien 3670 Dodd Rd Eagan, MN 55123 Fee Summary:PL - Permit Fee (WS &/or WH)$55.00 0801.4087 Surcharge-Fixed $5.00 9001.2195 $60.00 Total: I hereby acknowledge that I have read this application and state that the information is correct and agree to comply with all applicable State of Minnesota Statutes and City of Eagan Ordinances. Contractor:Owner:- Applicant - Equity Trust Company 4058 Olivine Dr Eagan MN 55122 Champion Plumbing 3670 Dodd Rd., #100 Eagan MN 55123 (651) 365-1340 Applicant/Permitee: Signature Issued By: Signature City of Eapil 3830 Pilot Knob Road Eagan MN 55122 Phone: (651) 675-5675 Fax: (651) 675-5694 r Use BLUE or BLACK Ink For Office User �y 7 Permit #: , { 7O - Permit Fee: 1661- 'DC Date Received. 0 /1(1/11 Staff: 2013 RESIDENTIAL BUILDING PERMIT APPLICATION ' Date: 4 2ot3 Site Address: 10�$ 171-. (U i l�) C (1 '4 i tj Unit #: Resident/ Owner Name: ` ..\Je-AoPhone: 60_, 940 ` u , �� Address / City / Zip: O01 t\)tlL Qf - Applicant is: /Owner Contractor Type of Work (1 Description of work: �e 5\� Mp, m 0x452, �t tiv) S �7 0 Construction Cost: D '/ Multi -Family Building: (Yes / No Contractor Company: Contact: Address: City: State: Zip: Phone: License #: Lead Certificate #: If the project is exem, ptfrom lead certification, please explain why: (see Page 3 for additional information) rX M .., mte r.12 -war' - .n TOS , In the last 12 months, Yes X No If COMPLETE THIS AREA ONLY IF CONSTRUCTING A NEW BUILDING has the City of Eagan issued a permit for a similar plan based on a master plan? yes, date and address of master plan: Licensed Plumber: Mechanical Contractor: Sewer & Water Contractor: Phone: Phone: Phone: NOTE: Plans and supporting documents that you submit are considered to be public information. Portions of the information may be classified as non-public if you provide specific reasons that would permit the City to conclude that they are trade secrets. CALL BEFORE YOU DIG. Call Gopher State One Call at (651) 454-0002 for protection against underground utility damage. Call 48 hours before you intend to dig to receive locates of underground utilities. www.gopherstateonecall.orq I hereby acknowledge that this information is complete and accurate; that the work will be in conformance with the ordinances and codes of the City of Eagan; that I understand this is not a permit, but only an application for a permit, and work is not to start without a permit; that the work will be in accordance with the approved plan in the case of work which requires a review and approval of plans. Exterior work authorized by a building permit issued in accordance with the Minnesota State Building Code must be completed within 180 days of permit issuance. Applicant's Printed Name x Applicant's Signature Page 1 of 3 47, BY: SEPARATE PERMITS ARE REQUIRED FOR ANY ELECTRICAL Tv::: OR PLUMBING WORK. t it/1 ?4?,fiv.i.4,, EAGAN REVIEVV D /e r CTIONS DIVISION MAINTAIN MINIMUM 6" WOOD TO EARTH SEPARATION. t/ t3IQ,Q ,a)1/47 f --t/4-4 srtic fog i/IJ U/yt„ c6 wt. SAadc,Z va.�riu,�jto; /21./0/ r C 0 C) Ci) 30, P24 r - >€, r '1"11 -4 ??.: '171 'O> Ct) 0 03 0rn 0» 73 rn 4 0 = 0 _4 CD 33 e rn * 4 WALL CONSTRUCTION TABLE R602.10.6 MINIMUM WIDTHS AND TIE -DOWN FORCES OF ALTERNATE BRACED WALL PANELS SEISMIC DESIGN CATEGORY AND WINDSPEED TIE -DOWN , FORCE (lb) HEIGHT OF BRACED WALL PANEL Sheathed Width 8 ft. 2' - 4" 9 ft. 2' - 8" 10 ft. 2' - 8" 11 ft. 3' - 2" 12 ft. 3' - 6" SDC A. B. and C Windspeed < 110 mph R602.10.6.1, Item I 1800 1800 1800 2000 2200 R602.10.6.1, Item 2 3000 3000 3000 3300 3600 SDC Do, DI and D, Windspeed < 1 fo mph R602.10.6.1. Item 11800 Sheathed Width 2' - 8" 2' - 8" 2' - 8" Note a Note a 1800 1800 1800 — — R602.10.6.1, Item 2 3000 3000 3000 — — For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm. a. Not permitted because maximum height is 10 feet. _ 0 S' /4 it Cerwit a/Yit/ EXTENT OF HEADER DOUBLE PORTAL FRAME (TWO BRACED WALL PANELS) EXTENT OF HEADER SINGLE PORTAL FRAME (ONE BRACED WALL PA MAX. HEIGHT 10' MIN. 3" X NET HEADER FASTEN TOP PLATE TO HEADER WITH TWO ROWS OF 16D SINKER NAILS AT 3" O.C. TYP. 1000 LB STRAP OPPOSITE SHEATHING 1000 LB STRAP FASTEN SHEATHING TO HEADER WITH 8D COMMON OR GALVANIZED BOX NAILS IN 3" GRID PATTERN AS SHOWN AND. 3" 3" O.C. IN ALL FRAMING (STUDS, BLOCKING, AND SILLS) TYP. • MIN. WIDTH = 16° FOR ONE STORY STRUCTURES MIN. WIDTH = 24° FOR USE IN THE FIRST OF TWO STORY STRUCTURES MIN. 2x4 FRAMING 3/8" MIN. THICKNESS WOOD STRUCTURAL PANEL SHEATHING MIN. DOUBLE 2x4 POST MIN. 4200 LB TIE -DOWN DEVICE (EMBEDDED INT CONCRETE AND NAILED INTO FRAMING) SEE SECTION R602.10.6.2 TYPICAL PORTAL FRAME I, CONSTRUCTION • • FOR A PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BE BLOCKED, AND OCCUR WITHIN 24" OF MID - HEIGHT. ONE ROW OF TYP. SHEATHING -TO - FRAMING NAILING IS REQUIRED. IF 2X4 BLOCKING IS USED, THE 2X4'S MUST BE NAILED TOGETHER WITH 3 16D SINKERS MIN. 1000 LB TIE DOWN DEVICE • • ... .... ? .. For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound = 0.454 kg. FIGURE R602.10.6.2 ALTERNATE BRACED WALL PANEL ADJACENT TO A DOOR OR WINDOW OPENING 140 2006 INTERNATIONAL RESIDENTIAL CODE® 1 1 1 WALL CONSTRUCTION wall lines, where required, including areas above and below openings, bracing wall panel lengths shall be in accordance with Table R602.10.5. Wood structural panel sheathing shall be installed at corners in accordance with Figure R602.10.5. The bracing amounts in Table R602.10.1 for Method 3 shall be permitted to be multiplied by a factor of 0.9 for wall with a maximum opening height that does not exceed 85 percent of the wall height or a factor of 0.8 for walls with a maximum opening height that does not exceed 67 percent of the wall height. R602.10.6 Alternate braced wall panel construction methods. Alternate braced wall panels shall be constructed in accordance with Sections R602.10.6.1 and R602.10.6.2. R602.10.6.1 Alternate braced wall panels. Alternate braced wall lines constructed in accordance with one of the following provisions shall be permitted to Leolace each 4 feet (1219 mm) o .L raced wal1panel as required by Section R602.10.4. The maximum height and minimum width of each panel shall be in accordance with Table R602.10.6: 1. In one-story buildings, each panel shall be sheathed on one face with 3/8 -inch -mini- mum -thickness (10 mm) wood structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Table R602.3(1) and blocked at all wood structural panel sheathing edges. Two anchor bolts installed in accordance with Figure R403.1(1) shall be provided in each panel. Anchor bolts shall be placed at panel quarter points. Each panel end stud shall have a tie -down device fastened to the foundation, capable of pro- viding an uplift capacity in accordance with Table R602.10.6. The tie down device shall be installed in accordance with the manufacturer's recommen- dations. The panels shall be supported directly on a foundation or on floor framing supported directly on a foundation which is continuous across the entire length of the braced wall line. This founda- tion shall be reinforced with not less than one No. 4 bar top and bottom. When the continuous founda- tion is required to have a depth greater than 12 inches (305 mm), a minimum 12 -inch -by -12 -inch (305 mm by 305 mm) continuous footing or turned down slab edge is permitted at door openings in the braced wall line. This continuous footing or turned down slab edge shall be reinforced with not less than one No. 4 bar top and bottom. This reinforce- ment shall be lapped 15 inches (381 mm) with the reinforcement required in the continuous founda- tion located directly under the braced wall line. 2. In the first story of two-story buildings, each braced wall panel shall be in accordance with Item 1 above, except that the wood structural panel sheathing shall be installed on both faces, sheath- ing edge nailing spacing shall not exceed 4 inches (102 mm) on center, at least three anchor bolts shall be placed at one-fifth points. R602.10.6.2 Alternate braced wall panel adjacent to a door or window opening. Alternate braced wall panels constructed in accordance with one of the following pro- visions are also permitted to replace each 4 feet (1219 mm) of braced wall panel as required by Section R602.10.4 for use adjacent to a window or door opening with a full-length header: 1 In one-story buildings, each panel shall have a length of not less than 16 inches (406 mm) and a height of not more than 10 feet (3048 mm). Each panel shall be sheathed on one face with a single layer of 3/8 -inch -minimum -thickness (10 mm) TABLE R602.10.5 LENGTH REQUIREMENTS FOR BRACED WALL PANELS IN A CONTINUOUSLY SHEATHED WALLa, b, c MINIMUM LENGTH OF BRACED WALL PANEL (inches) MAXIMUM OPENING HEIGHT NEXT TO THE BRACED WALL PANEL (% of wall height) 8 -foot wall 9 -foot wall 10 -foot wall 48 54 60 100 32 36 40 85 24 27 30 65 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 pound per square foot = 0.0479kPa. a. Linear interpolation shall be permitted. b. Full -height sheathed wall segments to either side of garage openings that support light frame roofs only, with roof covering dead loads of 3 psf or less shall be per- mitted to have a 4:1 aspect ratio. c. Walls on either or both sides of openings in garages attached to fully sheathed dwellinvs shall be3ermitted to be built in accordance with Section R602.10.6.2 and Figure R602.10.6.2 except that a single bottom plate shall be permitted and t p anchor bolts shall be placed at 1/3 points. In addition, tie -down devices shall not be required,and the vertical wall segment shall have a maximum 6:1 height -to -width ratio (with height being measured from top of header to the bottom of the sill plate). This option shall be permitted for the first story of two-story applications in Seismic Design Categories A through C. 138 2006 INTERNATIONAL RESIDENTIAL CODE® 16d NAIL AT 12 IN. O.C. 8d NAIL AT 6 IN.O.C. (ALL PANEL EDGES) 16d NAIL AT 12 IN,O.C. For SI: 1 inch = 25.4 mm. Gypsum board nails deleted for clarity. ORIENTATION OF STUD MAY VARY SEE FIGURE R602.3(2) GYPSUM WALL BOARD INSTALLED IN / ACCORDANCE WITH CHAPTER 7 Bd NAIL AT 12 IN.O.C.ON ALL FRAMING MEMBERS NOT AT PANEL EDGES (a) OUTSIDE CORNER DETAIL WOOD STRUCTURAL PANEL INSTALLED IN ACCORDANCE WITH TABLE R602.311) / ORIENTATION OF STUD MAY VARY. SEE FIGURE P602.3121 GYPSUM WALL BOARD INSTALLED IN / ACCORDANCE WITH CHAPTER 7 (INTERIOR) WOOD STRUCTURAL PANEL INSTALLED IN ACCORDANCE WITH TABLE P602.311) 8d NAIL AT 6 IN.O.C. ALL FRAMING MEMBERS AT PANEL EDGES AND 12 N. O.C. ON ALL FRAMING MEMBERS NOT AT PANEL EDGES (b) INSIDE CORNER DETAIL FIGURE R602.10.5 TYPICAL EXTERIOR CORNER FRAMING FOR CONTINUOUS STRUCTURAL PANEL SHEATHING; SHOWING REQUIRED STUD -TO -STUD NAILING wood structural panel sheathing nailed with 8d common or galvanized box nails in accordance with Figure R602.10.6.2. The wood structural panel sheathing shall extend up over the solid sawn or glued -laminated header and shall be nailed in accordance with Figure R602.10.6.2. Use of a built-up header consisting of at least two 2 x 12s and fastened in accordance with Table R602.3(1) shall be permitted. A spacer, if used, shall be placed on the side of the built-up beam opposite the wood structural panel sheathing. The header shall extend between the inside faces of the first full-length outer studs of each panel. The clear span of the header between the inner studs of each panel shall be not less than 6 feet (1829 mm) and not more than 18 feet (5486 mm) in length. A strap WALL CONSTRUCTION with an uplift capacity of not less than 1000 pounds (4448 N) shall fasten the header to the side of the inner studs opposite the sheathing. One anchor bolt not less than 5/$inch-diameter (16 mm) and installed in accordance with Section R403.1.6 shall be installed in the center of each sill plate. The studs at each end of the panel shall have a tie -down device fastened to tTie foundation with an uplift capacity of not less t an 4,200 .ounds (18 683 N). Where a panel is located on one side of the open- ing, the header shall extend between the inside face of the first full-length stud of the panel and the bear- ing studs at the other end of the opening. A strap with an uplift capacity of not less than 1000 pounds (4448 N) shall fasten the header to the bearing 1 LP - 2006 INTERNATIONAL RESIDENTIAL CODE i studs. The bearing studs shall also have a tie -down device fastened to the foundation with an uplift capacity of not less than 1000 pounds (4448 N). The tie -down devices shall be an embedded - strap type, installed in accordance with the manu- facturer's recommendations. The panels shall be supported directly on a foundation which is con- tinuous across the entire length of the braced wall line. The foundation shall be reinforced with not less than one No. 4 bar top and bottom. Where the continuous foundation is required to have a depth greater than 12 inches (305 mm), a minimum 12 -inch -by -12 -inch (305 mm by 305 mm) continuous footing or turned down slab edge is permitted at door openings in the braced wall line. This continuous footing or turned down slab edge shall be reinforced with not less than one No. 4 bar top and bottom. This reinforcement shall be lapped not less than 15 inches (381 mm) with the reinforcement required in the continuous founda- tion located directly under the braced wall line. 2. In the first story of two-story buildings, each wall panel shall be braced in accordance with Item 1 above, except that each panel shall have a length of not less than 24 inches (610 mm). R602.10.7 Panel joints. All vertical joints of panel sheath- ing shall occur over, and be fastened to, common studs. Hor- izontal joints in braced wall panels shall occur over, and be fastened to, common blocking of a minimum 1 V, inch (38 mm) thickness. Exception: Blocking is not required behind horizontal joints in Seismic Design Categories A and B and detached dwellings in Seismic Design Category C when constructed in accordance with Section R602.10.3, braced -wall -panel construction method 3 and Table R602.10.1, method 3, or where permitted by the manu- facturer's installation requirements for the specific sheathing material. R602.10.8 Connections. Braced wall line sole plates shall be fastened to the floor framing and top plates shall be con- nected to the framing above in accordance with Table R602.3(1). Sills shall be fastened to the foundation or slab in accordance with Sections R403.1.6 and R602.11. Where joists are perpendicular to the braced wall lines above, blocking shall be provided under and in line with the braced wall panels. Where joists are perpendicular to braced wall lines below, blocking shall be provided over and in line with the braced wall panels. Where joists are parallel to braced wall lines above or below, a rim joist or other parallel fram- ing member shall be provided at the wall to permit fastening per Table R602.3(1). R602.10.9 Interior braced wall support. In one-story buildings located in Seismic Design Category D,, interior braced wall lines shall be supported on continuous founda- tions at intervals not exceeding 50 feet (15 240 mm). In two- story buildings located in Seismic Design Category D2, all interior braced wall panels shall be supported on continuous foundations. WALL CONSTRUCTION Exception: Two-story buildings shall be permitted to have interior braced wall lines supported on continuous foundations at intervals not exceeding 50 feet (15240 mm) provided that: 1. The height of cripple walls does not exceed 4 feet (1219 mm). 2. First -floor braced wall panels are supported on doubled floor joists, continuous blocking or floor beams. 3. The distance between bracing lines does not exceed twice the building width measured parallel to the braced wall line. R602.10.10 Design of structural elements. Where a build- ing, or portion thereof, does not comply with one or more of the bracing requirements in this section, those portions shall be designed and constructed in accordance with accepted engineering practice. R602.10.11 Bracing in Seismic Design Categories Do, D, and D2. Structures located in Seismic Design Catego- ries Do, D, and D2 shall have exterior and interior braced wall lines. 8602.10.11.1 Braced wall line spacing. Spacing between braced wall lines in each story shall not exceed 25 feet (7620 mm) on center in both the longitudinal and transverse directions. Exception: In one- and two-story buildings, spacing between two adjacent braced wall lines shall not exceed 35 feet (10 363 mm) on center in order to accommodate one single room not exceeding 900 square feet (84 m22) in each dwelling unit. Spacing between all other braced wall lines shall not exceed 25 feet (7620 mm). R602.10.11.2 Braced wall panel location. Exterior braced wall lines shall have a braced wall panel at each end of the braced wall line. Exception: For braced wall panel construction Method 3 of Section R602.10.3, the braced wall panel shall be permitted to begin no more than 8 feet (24.38 mm) from each end of the braced wall line provided the following is satisfied: 1. A minimum 24 -inch -wide (610 mm) panel is applied to each side of the building corner and the two 24 -inch (610 mm) panels at the corner shall be attached to framing in accordance with Figure R602.10.5; or 2. The end of each braced wall panel closest to the corner shall have a tie -down device fastened to the stud at the edge of the braced wall panel closest to the corner and to the foundation or framing below. The tie -down device shall be capable of providing an uplift allowable design value of at least 1,800 pounds (8 kN). The tie -down device shall be installed in accordance with the manufacturer's recommendations. 2006 INTERNATIONAL RESIDENTIAL CODE® CATEGORY 1 CATEGORY 2 BCI® 5000 1.7 BCI® 6000 1.7 11/8'I 1'/s I » T 91/2" 91/2"3/8, 117/8" 3/g' 117/8" 14" '_L J •--1 l-- -1 I- -11 - -►1 1 l 2" - 2516" 28/16" 25/18 *Product may not be available. Check with supplier or Boise representative for availability. Increase in category is an increase in span length. See below for Residential Floor Span Tables. r( ,,Ioisf" _.,- ..m_ ,u , :---..W_ . CATEGORY 3 CATEGORY 4 CATEGORY 5 VERSA -LAM® VERSA -LAM® BCI® 6500 1.8 BCI®60 2.0 BCI® 2.0 2.0 2800 2.0 3100 11/8" I T 1'/2"I' f 1,h 2 ii lie i i 91/2" 117/8" 3/8' 117/8" 3/8, 14" 3/e' 16" tiAto„ 14" 14" 51h" 51/2' 16" to to 18" 18" 24" 20" 1- 14-, 1 31/3" 13/4 , 25 8"* BOISE GLULAMTM 41/2" to 24" 1. 1 1 .1- 31/2' 51/4' 7" 31/s", 3 /2',51/8", 514", 63/4', 83/4", 103/4"* Homeowner's expectations and opinions vary greatly due to the subjective nature of rating a new floor. Communication with the ultimate end user to determine their expectation is critical. Vibration is usually the cause of most complaints. Installing lateral bridging may help; however, squeaks may occur if not installed properly. Spacing the joists closer together does little to affect the perception of the floor's performance. The most common methods used to increase the performance and reduce vibration of wood floor systems is to increase the joist depth, limit joist deflections, glue and screw a thicker, tongue -and -groove subfloor, install the joists vertically plumb with level -bearing supports, and install a direct -attached ceiling to the bottom flanges of the joists. The floor span tables listed below offer three very different performance options, based on performance requirements of the homeowner. Joist Depth 91/3" BCI" Joist Series * * * THREE STAR* * * fir**FOUR STAR ***'k Live Load deflection limited to L/480: The common industry and design community standard for residential floor joists, 33% stiffer than L1360 code minimum. However, floor performance may still be an issue in certain applications, especially with 9'/2" and 117/8' deep joists without a direct -attached ceiling. Live Load deflection limited to L/960+: In addition to providing a floor that is 100% stiffer than the three star floor, field ' experience has been incorporated into the values to providea floor with a premium performance level for the more discriminating homeowner. 12" 16" 19.2" 24" 32" 3.c.. O.C. o.c. o.c. o.c. 12" O.C. 32`' 0.0 ' * MINIMUM STIFFNESS ' AUTI0 ALLOWED BY CODE *O Live Load deflection limited to L/360: Floors that meet the minimum building code L/360 criteria are structurally sound to carry the specified loads; however, there is a much higher risk of floor performance issues. This table should only be used for applications where floor performance is not a concern. 12" 16" 19,2" 24" 32" o.c. o.c. o.c. o.c. o.c. 5000 1.7 6000 1.7 6500 1.8 1T-1" 15-7" 14-9" 13'-9" 12-0" 17'-8" 16'-2" 15-3" 14-3" 12-1? 18'-5"' 16'-10" 15-11" 14'-10 13'-6" 11'-6" 10'-0 10-0 10'-0 10'-0" 10-0" =:' 9=10" 10-0 j`1,0'-0" 18'-11" 17-0" 15-6" 17-11" 20'-5" 18'-8" 15-6" 13'-11" 12-0" 16-9" 15-0" 13'-0" 17-8" 16'-5" 14-3" 117/B' 5000 1.7 6000 1.7 6500 1.8 60 2.0 20'-2" 18.-5" 17-5" 15.-9" 13'x" 21'4' 19'-2" 18-1" 16'-10"i 14'-8" 21'-11t' - 20-0" 15-11" 17-7" 14-10" 23-3 21.-3" 20-1" 15-8" 15-4" 15-6 14-4 ''-13-6 15 6 14'-11"s,'14.-1" 13-1 16-0" ' 15-7" 14 9 15-8" 18.-0" 15-7" 15.-7" x'14-6" 12 7' j 11-5" 22-3" 19-4 1r-7" 16-9" 13-4" 23.-2" - 2V-10" 19'-0" 17-0" 14-8 24-3" 22-2" 20-11" 18-10" 14'-10" 25-9" 25-6" 22-3" 2-3 20 -9"- 16,-4" 90 2.0 26'-3" 23'-11"" 22-6" 20-11" 19-1„ 15-0 • 18=-7" ".17'-6" !: 1,6'!-2" 29'-0" '26'-6" - 25-0" 23'-3" 15-4 14" 5000 1.7 22-11( ; 21'-0" ! 192" 17-2" 13'-11" .1 ,15-0 .14-5" 24'-4" 21'-0" , 19'-2" 17-2" 13'-11" 6000 1.7 6500 1.8 23'-10" : 21-9" 24-10 - 22-9 20'7" 21'-5" 18'-_ 6" 15-5" 20,-0„ 15'-5" 18'-8" 19'-5" 17-9' ` 16.-8" 15-6" -6' 1 25-3" 22-8" 20'-9" 18'-6" 15-5" 27-6" 25-1" 22-11" 20'-6" 15-5" 60 2.0 90 2.0 25-5" 1 24,-2",: 22-9" 21,_3"' 29-9" 27-1" 25'-6" 23'-8",' 16'-4' 19'-6" 20'-8" 18'-10" 17-9" 23,-3" 21,-1" ' 19'-9" 18,-4" 16'-5" 14-11", 16-7" 29'-3" 26'-8" 25'-3" 21'-10" 15-4" 32-10" 30'-0" 28'-3" 26-0" 19'-6" 16" 60001.7 26'747..._2471:I.__22-2 19'-9" 15-9" 6500 1.8 27-5" 25-1" 23'-8" 21'-1" 15-9" 60 2.0 29'-3" 26'-8" 25-2" 21'-10 16'-4" 90 2.0 32-11" 29'-11" 26-2" 26'-2" 19'-7" 18" 90 2.0 35-11" " 32-8" 30'-9" 28'-7" 23'-10" 20" 90 2.0 38'-10" 35-4 33'-4" 30'-11 24'-8" 20'-6" 1 18'-10" :'.17'-9" 15-6" 15-0" 28'-0 24'-3" 22-2" 19'-9" 15-9" 2V-6" 19'-7" : 18'-5" 17-2" 15'-7" 30'-4" 26'-11" 24-6 21'-1" 15-9" 22'-10" 20.--10" 15-7" 18 2" 16'-4" 32-4" 29'-6" 2T-4 21.-10" 16-4" 25-8" 23'-4" : 21-11" 25-3" 15-4" 35-4" 33 -2" 31-3" 25-2" 19.-7" 28'-1" 25-5" -.23'-11" ' 22-2" 20'-0" 35-8" 35-2" 34'-1" 31,-9" 23-10" 30'-4" 27'-6" ` 25'-11" 24-0" 21'-8 42-11" 39'-1" 36'-10" 32-11" 24-8" • Table values based on residential floor loads of 40 psf live load and 10 psf dead load (12 psf dead load for BCI" 90 2.0 joists). • Span values assume 23/32" min plywood/OSB rated sheathing is glued and nailed to joists for composite action (joists spaced at 32" o.c. require sheathing rated for such spacing - 7/8" plywood/OSB). • Table values represent the most restrictive of simple or multiple span applications. • Table values are the maximum allowable clear distance between supports. • Table values assume minimum bearing lengths without web stiffeners for joist depths of 16" inches Product Profiles, About Floor Performance, BC?' Residential Floor Span Tables .BCP' Floor Framing Details 3 BCT`' Joist Hole Location & Sizing 4 .VERSA -LAW One Floor Beam Span Tables 5 VERSA -LAW Two Floor Beam Span Tables 6 VERSA -LAM® Roof Header Span Tables i VERSA -LAM''' Roof Ridge Beans Span Tables 8 '3 :/:, z,r Guide and less (18" & 20" joists require web stiffeners at all bearing locations). This table was designed to apply to a broad range of applications. It may be possible to exceed the limitations of this table by analyzing a specific application with the BC CALC0 sizing software. iERS.A-L.4 ' Roof & One Floor Span Tables Multiple .Member Connectors 10 BCI® Closest Allowable Nail Spacing 10 VERSA -LAM"' Closest Allowable Nail Spacing 11 VERSA -LAM® Beam Details 11 Allowable Holes in VERSA-LAMW' Products 11 Information & Support, Lifetime Guarantee Back Cover �.B Additional floor framing details available with BC FRAMER® software (see page 33) of the WSG END BEARING DETAILS BCI® rim joist. BCI® Joist blocking. Nail Boise Rimboard to BCI® Joists with 8d nail into each flange. Dimens'on lumber is not suitable for use as rim board with BCI® Joists. Dimension lumber is not suitable for use as rim board with BCI® Joists. Top Flange or Face Mount Joist Hanger BCI® rim joist. —� I-13/4" minimum bearing length To limit slitting flange, start nails at least we from end. Nails may need to be driven at an angle to limit splitting of bearing plate. Solid block all posts from above to bearing below. Note: BCI® floor joist must be designed to carry wall above when not stacked over wall below. NTERMEDIATE BEARING DETAILS For load bearing wall above (stacked over wall below). 1 Blocking may be required at intermediate bearings for floor diaphragm per IRC in high seismic areas, consult local building official. BCI® Joist blocking. Load bearing wall above (stacked over wall below) 2x block. Floor Joist Blocking per IRC 502.7 Required in seismic design categories 01 8 02 for floor diaphragm strength (required for all joist types). Intermediate Bearing. Cross bracing OK as blocking only if support below is not a braced wall panel or shear wall and no wall exists above. BCI® Joist or Boise Rimboard Blocking. Nail per local code provisions. Joist Hanger Backer block I Double BCI® Joist (minimum 12" wide). Connection Nail with 10 - 10d nails Filler Block (see chart below) Filler block. Nail with 10 - 10d nails. Backer block required where top flange joist hanger load exceeds 250 lbs. Install tight to top flange. Web -Filler t' Nailing 12" on -center Connection valid for all applications, contact Boise EWP Engineering for specific conditions. LATERAL SUPPORT • BCI® Joists must be laterally supported at the ends with hangers, BCI® rim joists, rim boards, BCI® blocking panels or x -bracing. BCI® blocking panels or x -bracing are required at cantilever supports. MINIMUM BEARING LENGTH FOR BCI® JOISTS • 11/4 inches is required at end supports. 31/2 inches is required at cantilever and intermediate supports. • Longer bearing lengths allow higher reaction values. Refer to the building code evaluation report or the BC CALL® software. NAILING REQUIREMENTS BCI' rim joist, rim board or closure panel to BCI® joist: - Rims or closure panel 13/4 inches thick and less: 2-8d nails, one each in the top and bottom flange. - BCI® 5000 rim joist: 2-10d box nails, one each in the top and bottom flange. - BCI® 6000, 60 rim joist: 2-16d box nails, one each in the top and bottom flange. - BCI® 6500, 90 rim joist: Toe -nail top flange to rim joist with 2-10d box nails, one each side of flange. • BCI® rim joist, rim board or BCI® blocking panel to support: - 8d nails at 6 inches on center. - When used for shear transfer, follow the building designer's specification. • BCI° joist to support: - 2-8d nails, one on each side of the web, placed 1'/2 inches minimum from the end of the BCI' Joist to limit splitting. Weste^.... sxitne Sheathing or rimboard closure BCI® Joist blocking required for cantilever., For load bearing cantilever, see pgs : and 9 of the Westem Specter Guide. Uplift on backspan shall be considered in all cantilever designs. Sheathing to BC!' joist: - See Closest Allowable Nail Spacing on page 10. - BCI® 5000 joist: Maximum nail spacing is 18 inches on center. - BCI® 6000, 6500, 60, 90 joist: Maximum nail spacing is 24 inches on center. - 14 gauge staples may be substituted for 8d nails if the staples penetrate at least 1 inch into the joist. - Wood screws may be acceptable, contact local building official and/or Boise EWP Engineering for further information. BACKER AND FILLER BLOCK DIMENSIONS Backer Block T ickness Filler Block Tblckness 5000 1.7 1 Two'/4' wood panels or 2 x _ wood panels" ,..... __...__� 7e""or two pent., 60001.7 pd pane] " : 2 x-+ % or Y4" wood panel 65001.8 1 L °f0 2 z +%' or Y4" wood panel 60 2.0 w s or o 2 wond.panelj 2 x -+ 5/8" or wood panel --...---_.._-s — ----....._. 90 2.0 2 x_ lumber Double 2 x _ lumber Series Cut backer and filler blocks to a maximum depth equa to the web depth minus '/4" to avoid a forced fit. WEB STIFFENER REQUIREMENTS • See Web Stiffener Requirements on page 9 of the WSG. PROTECT BCI'® JOISTS FROM THE WEATHER • BCI' Joists are intended only for applications that provide permanent protection from the weather. Bundles of BCF Joists should be covered and stored off of the ground on stickers. Slope cut joist reinforcement Connection of rafter to wall/reinforced joist per local building code requirements. 2x blocking required at bearing (not shown for clarity). 12" 6' mins- Min. Heel Depth (See Table Below) 16" maximum joist depth Min../32" min. plywood/OSB rated sheathing. Install on both sides o the joist, snug to he bottom flange. Coat contact faces with rated subfloorfjoist adhesive and fasten with 3 rows of minimum 10d box nails at 6" o.c. Altemate nailing from each side and clinch. End Wall Bearing 2 x 4 Minimum Heel Depth • Roof Pitch 5112 ',7112 812 ! 9112 J 10/121 12/12 4W 1 45hs" 4'/P 41/4' 41/4' I 41/4' 2 x 6 33/s" 3Y -is" 25hs" 2Yi" 29/is" 2'/" BCI° RIM JOISTS AND CrBBLOCKING Depth;: ru dal, Series WS.4'1 WSO);, 9'/`,50001 7.60001.7 6500 1.8 2300 i.._ N/A 11T/' .500Q_1.7,.60001_7, 65001.8_'_ 2150,_ N/A_..__ _:._!..60.2.0,_90 2:0.._......_..._..._....x._2500 ..._._N/A.._... 1001..7, 60001._7 65001.8 ;... 2000j.,,.._N/A .50_..... 14' 602 0 90 2.0;2400 ;_NIA,._..__ 6000 L7 5500 1.8 _ 1900_ 2500..... 16' 2300-1 2700_.... 18' ! 60 2.0, 90 2.0 I N/A i 2700 20' j 90 2.0 N/A 2700 1) No web stiffeners required 2) Web stiffeners required at each end of blocking, values not applicable for rim joists N/A: Not applicable a 20:0 Holdowns & Tension Ties Holdowns & Tension Ties HDU Holdown This product is preferable to similar connectors because of a) easier installation, b) higher loads, c) lower installed cost, or a combination of these features. The HDU series of holdowns combine the advantages of low deflection and high capacity from the pre -deflected geometry with the ease of installation of Simpson's patented SDS screws. HDU SPECIAL FEATURES: • Pre -deflected body virtually eliminates deflection due to material stretch. • Uses SDS screws which install easily, reduce fastener slip, and provide a greater net section area of the post compared to bolts. • SDS'/4x21h" screws are supplied with the holdowns. (Lag screws will not achieve the same load.) This ensures the proper fasteners are used and is convenient for the installer. • No stud bolts to countersink at openings. MATERIAL: See table FINISH: Galvanized INSTALLATION: •Use all spe d fasteners. See General Notes. • Place the HDU over the anc : bolt. • No additional washer required. • To tie multiple 2x members together, 'e Designer must determi the fasteners required to join the memb to act as one unit without splitting the wood. See page 20 for IS values. / • See SB and SSTB Anchor Bolts on pages 25-2 anchorage options. • SDS screws install best with a low speed high torque dri with a 3/8" hex head driver. • Refer to technical bulletin T-ANCHORSPEC for post -installed anchorage solutions (see page 187 for details). CODES: See page 12 for Code Reference Key Chart. Pilot Holes for Manufacturing Purposes (Fastener not required) Strong -Tie Post size by Designer Pressure -treated barrier may be required For holdow finger-tigh given to Vertical HDU Installation , per ASTM test standards, anchor bolt nut should be lus 1/8 to Y turn with a hand wrench, with consideration ossible future wood shrinkage. Care should be taken to not r -torque the nut. Impact wrenches should not be used. Model No. Ga Dimensions (in.) Faste rs Minimum Wood Allowable Tension Loads (lbs.) (133/160)1 Cod Ref. W H B C SO Anchor Bolt Dia. (in.) SDS Screws ber 4 Thick s (in.) DF/SP SPF/HF Deflection at Allowable Load5,6 (in.) HDU2-SDS2.5 14 3 871/ie 314 11/4 13/8 6-SDS'/4x2/z" 3 "175 2215 0.088 51461 HDU4-SDS2.5 14 3 1075/16 31/4 11/4 1% /8 10 -SDS /4"x21/2" 3 456 3285 0.114 HDU5-SDS2.5 14 3 133/76 31/4 17/4 13/8 5/8 14 -SDS 1/4"x27/2" 3 5645 A 065 0.115. HDU8-SDS2.5 10 3 165/8 31 11/4 11/ 20 -SDS 1/4"x21/2" 3 5980 430- 0.084 471 7870 5665 0.113 HDU11-SDS2.5 10 3 221/4 31/2 11/4 11/2 1 30 -SDS 1/4"x21/2" 511 9535 6865 0.137 71/2 11175 8045 0.137 HDU14-SDS2.5 7 3 2511/8 31/2 1 6 19'16 1 36 -SDS 1/4"x21/i' 71/4 143909 10360 0.177 5118 149258.9 10745 0.177 1. Allowable loads have been increased for earthquake g(wind load durations with no further increase allowed; reduce where other to durations govern. 2. The Designer must specify anchor bolt type, lengfll and embedment. See SB and SSTB Anchor Bolts (page 25-27). 3. Structural composite lumber columns have si of the lumber strands/veneers. Values in th s that show either the wide face or the edges tables reflect installation into the wide face. 4. Post design by Specifier. Allowable load values are based on a minimum wood member thickness in the direction of the fastener penetration. Posts may consist of multiple 2x members provided they are designed to act as one unit independently of the holdown fasteners. Holdowns shall be installed centered along the width of the attached post. 5. Tension values are valid for holdowgqs flush and raised off of sill plate. 6. Deflection at Highest Allowable Tenton Load includes fastener slip, holdown elongation, and anchor bolt elongation (L = 5"). Additional elongation of anchor bolts RP6 Retro Plate 7. 8. 9. 10. longer than 5" shall be added to holdown deflection. Tabulated loads may be doubled when the HDU is installed on opposite sides of the wood member provided either the post is large enough to prevent opposing holdown screw interference or the holdowns are offset to eliminate screw interferences. Noted HDU14 allowable loads are based on a 51/2' wide post (6x6 min.). All other loads are based on 31/2" wide post minimum. Requires heavy hex anchor nut to achieve tabulated loads. Allowable loads are based on criteria in ICC -ES AC155. Therefore, they are the lower of the strength determined from the test value on a wood jig divided by 3.0, the load at the AC155 deflection limit, and the fastener calculation based on the 2005 NDS. ONG-TIE COMPANY The RP6 retrofit plate fits on the outside of masonry buildings, and helps tie the walls to the roof or floor structure with a 3/4" diameter rod. FINISH: Simpson gray paint. Optional hot -dip galvanized finish; see Corrosion Information, page 10-11, and specify HDG. MATERIAL: 3/8" Steel Available with additional corrosion protection. Check with Simpson. INSTALLATION: Use a 3/4" diameter rod. 36 74)'11 36.4 y'y6trgb,Z,� MTT28B 53/4"x, RP6 dot 15-P0,1/5d P0,,Ld�T T./ Typical RP6 Installation Sii*A; nii44, 1.0W5 Epoxy Adhesives 22 SET High Strength Epoxy Tension Loads for Threaded Rod Anchors in Normal -Weight Concrete (continued from previous page) t SIMPSON Strong -Tie ANCHOR SYSTEMS [o] Rod Drill Embed. Tension Load Based on Bond Strength Critical Critical , Tension Load Based on Steel Strength Dia. in. Bit Dia. Depth in. Edge Spacing } ( Dist. Dist. I f c >= 2000 psi (13.8 MPa) Concrete f'c >= 4000 psi (27.6 MPa) Concrete i A307 (SAE 1018) A193 GR B7 (SAE 4140) F593 (A304SS) (mm) in. (mm) In. 11 in. „ u i UltimateDev. lbs. Std. Dev. Allow` I Ultimate Std. kN) Allow. lbs. (kN) Allow. lbs. (kN) Allow. lbs. (kN) Allow. lbs. (kN) 3 7/8 98 513/16 148 15 1/2 19,120 394 85.1 1,239 5.5 4,780 19,120 21.3 85.1 4,780 21.3 ' ' .. 9,250 (148) 8- 3/4 (222) 23 144 (59 ) (38.0) (41.1) 7/81 (22.2) 7 3/4 197 11 5/8 295 31 .,1 49,160 i 2,149 12,290 ? 787 218.7 9.6 54.7 54,880 44.1 1,050 4.7 13,720 „ 61.0 11,500 (51.2) 24,785 (110.2) 16,860 (75.0) 10 7/16 (265) 15 5/8 (397) 41 3/4 14,480 j (1060) I (64.41 ( 15,195 (67.6) 13 1/8 (333) 19 5/8 (498) 52 1/2 66,679 (1334) (296. 506 16,670 66,679 (2.3) (74.2) j (296.6) 16,670 (74.2) 4 1/2 (114) 6 3/4 (171) 18 20,076 (457) (89.3) 2,388 I (10.6) 5,020 (22.3) 20,076 (89.3) 5,020 (22.3) 6 3/4 (171) 10 1/8 (257) 27 ! T10,020 (686) i i (44.6) i 10,640 (47.3) { 1 (25.4) 1 1/8 9 (229) 13 1/2 (343) 36 60,060 5,472 j 15,015 j 65, 0 (914) j (267.2) , (24.3) I (66.8) 4 (289.2) 2,924 (13.0) 16,255 (72.3) 15,025 (66.8) 32,380 (144.0) 22,020 (97.9) 12 (305) 18 (457) 48 17,810 I (1219) ' 6 (79.2) ' 18,430 (82.0) 15 (381) 22 1/2 60 82,401 6,432 1 20,600 i 82,401 (572) (1524) (366.5) (28.6) (91 (366.5) 20,600 (91.6) 5 1/8 (130) 7 3/4 20 1/2 27,560 6,890 27,560 (197) (521) (122.6) (30.6) (122.6) 6,890 (30.6) j 7 5/8 (194) 11 1/2 30 1/2 12,105 j (292) (775) (53.8) ! 12,500 (55.6) 1 1/8 (28.6) 1 1/4 10 1/8 (257) 15 1/4 40 1/2 69,200 17,300 j 72,3 I (387) (1029) (307.8) ' (77.0) (321.8) , 18,085 19,025 (80.4) (84.6) 41,000 (182.4) 27,880 (124.0) 13 1/2 (343) 20 1/4 54 21,380 (514) (1372) • 1 (95.1) 21,770 (96.8) 16 7/8 (429) 25 3/8 67 1/2 101,820 (645) (1715) ( 452.9 25,455 101,820 113.2 452.9 , 25,455 (113.2) 5 5/8 (143) 8 7/16 22 1/2 (214) (572) 35,858 159.5 2,389 8,965 ! 35,858 (10.6) (39.9) ; (159.5) 8,965 (39.9) 8 7/16 (214) 12 3/4 33 3/4 (324) 57) 14,115 i (62.8) 14,115 (62.8) 1 1/4 (31.8) 1 3/8 11 1/4 (286) 16 7/8 (429) 45 (1143) 77,045 (342.7) 7,024 (31.2) 19,260 (85.7) 77,045 (342.7) 19,268‘23,490 (85.7) 50,620 (104.5) (225.2) 34,425 (153.1) 15 (381) 22 1 60 (572) i (1524) j ' 24,965 (111.0) 24,965 (111.0) 18 3/4 (476) 28 1/8 ; 75 (714) j (1905) 122,681 (545.7) 10,940 (48.7) 30,670 (136.4) 122,681 (545.7) 30,670 (136.4) 1. Allowable load must be the lesser of the bond or steel strength. 2. The allowable loads listed under allowable bond are based on a safety factor of 4.0. 3. Allowable loads may be increased by 33% percent for short-term loading due to wind or seismic forces where permitted by code. 4. Refer to allowable load adjustment factors for spacing and edge distance on pages 29 & 31. 5. Refer to In -Service Temperature Sensitivity chart for allowable load adjustment for temperature. 6. Anchors are permitted to be used within fire -resistive construction, provided the anchors resist wind or seismic loads only. For use in fire -resistive construction, the anchors can also be permitted to be used to resist gravity loads, provided special consideration has been given to fire exposure conditions. 7. Anchors are not permitted to resist tension forces in overhead or wall installations unless proper consideration is given to fire -exposure and elevated temperature conditions. 8. Allowable load based on bond strength may be interpolated for concrete compressive strengths between 2000 psi and 4000 psi. *See page 7 for an explanation of the load table icons • 1 C -SAS -2007 © 2006 SIMPSON STRONG -TIE COMPANY, Nausc (-1056 ascruiN 6')) I0 00/1-1/Avn #' 8'4542, G/4A2JIL /�3 Dc f ac 4/4/x),4 r , at'n/47/b W N:h BY: EAGAN REVIEWED DATE: 9-014' �ee BUILDING it' TONS DIVISION ,C+ a s co".tvt4c. EQ2$7-"' Ne. k.),, aar-1 'e. Mvl (co I0 00/1-1/Avn #' 8'4542, G/4A2JIL /�3 Dc f ac 4/4/x),4 r , at'n/47/b W N:h BY: EAGAN REVIEWED DATE: 9-014' �ee BUILDING it' TONS DIVISION ,C+ a s co".tvt4c. EQ2$7-"' 1 iSt .w.t Q 2-D5Lizs 13.C1 2.a Sc -rt 5 14 +� 02 tip %Ic. e �s ,\\ tot. ckciec\ •., Q, 4 M 4 U K T..‘4 g 2 . V' Ti'.AT40N RENE ED Spa SUr cC) •%.,C1 tba 0 11^ 1 Engineered Wood & Structural Composite Lumber Connectors FACE MOUNT HANGERS - I -JOISTS SIMPSON Stro; 3e Actual Joist Size Model No. Web Stiff Reqd Ga Dimensions Fasteners Allowable Loads DF/SP Species Header SPF Species Header W H B Face Joist Uplift (133) Uplift (160) Floor (100) Snow (115) Roof (125) Floor (100) Snow (115) Roof (125) Code Ref. 11/2 x9�h IUS1.56/9.5 — 18 1% 91/2 2 8-10d — 75 75 935 1075 1170 810 930 1010 44,108,126 IUT29 — 18 19/'6 9 2 8-10dx1�h 2-10dx11/2 245 255 730 835 910 625 720 780 19A6 9 2 8-10d 2-10dx11/z 245 255 890 1020 1110 770 885 960 g 36, 91,121 MIU1.56/9 — 16 19/16 813/46 21/ 16-16d 2-10dx111 230 230 2270 2615 2840 1970 2265 2460 54,146 11/ x 111/4 11'/619A6 IUS1.56/11.88 — 18 1% 11/6 2 10-10d — 75 75 1170 1345 1465 1010 1160 1265 44,108,126 1UT211 — 18 19/16 111/6 2 10-10dx111 2-10dx111 245 255 910 1045 1140 780 895 975 11% 2 10-10d 2-10dx11/2 245 255 1110 1275 1390 960 1105 1200 8, 36, 91,121 MIU1.56/11 — 16 19A6 111/16 211 20-16d 2-10dx111 230 230 2840 3265 3550 2460 2830 3075 54,146 111 x 14 IUT214 — 18 19/16 133/4 2 14-10dx11/2 2-10dx11/2 245 255 1275 1465 1590 1090 1255 1365 19A6 133/4 2 14-10d 2-10dx11/2 245 255 1555 1785 1875 1345 1545 1680 8, 36, 91,121 13/4 x 91/2 IUS1.81/9.5 — 18 1% 91/2 2 8-10d — 75 75 935 1075 1170 810 930 1010 44,108,126 1 3/a 1/a 971 x 9 IUT9 — 18 113/46 9 2 8 10dx111 2 10dx11/z 245 255 730 835 910 625 720 780 113/,6 9 2 8-10d 2-10dx11/z 245 255 890 1020 1110 770 885 960 g 36, 91,121 MIU1.81/9 — 16 113/16 8136 21/2 16-16d 2-10dx11/2 230 230 2270 2615 2840 1970 2265 2460 54,146 13/axii�/e IUS1.81/11.88 — 18 1'' 11% 2 10-10d — 75 75 1170 1345 1465 1010 1160 1265 44,108,126 IUT11 — 18 113/'6 11% 2 10-10dx111 2-10dx11/ 245 255 910 1045 1140 780 895 975 113/46 117% 2 10-10d 2-10dx11/2 245 255 1110 1275 1390 960 1105 1200 8, 36, 91,121 MIU1.81/11 — 16 113/46 111/16 21/2 20-16d 2-10dx11/ 230 230 2840 3265 3550 2460 2830 3075 54,146 13/4x 14 IUS1.81/14(Min) 18 1% 14 2 12-10d — 75 75 1405 1615 1755 1210 1395 1515 IUS1.81/14 (Max) 1%6 14 2 14-10d — 75 75 1640 1885 1980 1415 1625 1770 44,108,126 IUT14 — 18 113/16 133/4 2 14-10dx11/z 2-10dx11/2 245 255 1275 1465 1590 1090 1255 1365 113/46 133/4 2 14-10d 2-10dx11/2 245 255 1555 1785 1940 1345 1545 1680 8, 36, 91,121 MIU1.81/14 — 16 113/46 136/16 21/ 22-16d 2-10dx117z 230 230 3125 3595 3905 2705 3110 3385 54,146 IUS1.81/16 (Min)— 1%16 2 14-10d — 75 75 1640 1885 1980 1415 1625 1770 13/4 x 16 IUS1.81/16 (Max) 18 1% 16 2 16-10d — 75 75 1870 1980 1980 1615 1860 1980 44,108 MIU1.81/16 — 16 113/16 156/16 21/2 24-16d 2-10dx11/ 230 230 3410 3920 4005 2950 3395 3690 13/4 x 18 20 MIU1.81/18— 16 113/16 175A6 21/2 26-16d 2-10dx11/z 230 230 3690 4005 4005 3200 3680 4000 54,146 2 x 911 IUS2.06/9.5 — 18 2% 91/2 2 8-10d — 75 75 935 1075 1170 810 930 1010 44,108 11UT2.06/9 — 18 21/6 93/16 2 8-10d 2-10dx11/2 245 255 890 1020 1110 770 885 960 8, 36, 91,121 2 x 11''/6 IUS2.06/11.88 — 18 21/8 11/6 2 10-10d — 75 75 1170 1345 1465 1010 1160 1265 44,108 IUT2.06/11 — 18 21/16 113/16 2 10-10d 2-10dx11/2 245 255 1110 1275 1390 960 1105 1200 8, 36, 91,121 2 x 14 1US2.06/14 (Min) — 18 2% 14 2 12-10d — 75 75 1405 1615 1755 1210 1395 1515 44,108 IUS2.06/14 (Max) — 18 21% 14 2 14-10d — 75 75 1640 1885 1980 1415 1625 1770 IUT2.06/14 — 18 21/16 1373/46 2 14-10d 2-10dx11/2 245 255 1555 1785 1940 1345 1545 1680 8, 36, 91,121 2 x 16 IUS2.06/16 (Min) — 18 21/6 16 2 14-10d — 75 75 1640 1885 1980 1415 1625 1770 44,108 1US2.06/16 (Max) — 18 21 16 2 16-10d — 75 75 1870 1980 1980 1615 1860 1980 21/,6 x 97/2 IUS2.06/9.5 — 18 21%6 91/2 2 8-10d — 75 75 935 1075 1170 810 930 1010 HU2.1/9 ,/ 14 27% 9 21/2 14-16d 6-10dxi7/z 720 865 1875 2155 2345 1625 1870 2030 26 21/,6 x 11% IUS2.06/11.88 — 18 2% 11% 2 10-10d — 75 75 1170 1345 1465 1010 1160 1265 44,108 HU2.1/11 ./ 14 2% 11 21/2 16-16d 6-10dx11/2 720 865 2145 2465 2680 1855 2135 2320 26 21/16 x 14 1US2.06/14 — 18 21% 14 2 12-10d — 75 75 1405 1615 1755 1210 1395 1515 44,108 27/16x16 IUS2.06/16 — 18 27% 16 2 14-10d — 75 75 1640 1885 1980 1415 1625 1770 IUS2.37/9.5 — 18 27A6 97/2 2 8-10d — 75 75 935 1075 1170 810 930 1010 IUT3510 — 18 2% 9 2 8-10dx17/z 2-10dx17/z 245 255 730 835 910 625 720 780 8, 36, 91,121 23/6 9 2 8-10d 2-10dx17/2 245 255 890 1020 1110 770 885 960 25/76 x 9% MIU2.37/9 — 16 23/6 9 271 16-16d 2-10dx111 230 230 2270 2615 2840 1970 2265 2460 54,146 U3510/14 ,/ 16 25/16 9 2 14-16d 6-10dx11/2 720 865 1860 2140 2330 1610 1850 2010 26, 83, 140, 144 HU359 (Min) / 14 23/8 87546 21/2 14-16d 6-10dx111 720 865 1875 2155 2345 1625 1870 2030 26,144 HU359 (Max) / 14 2% 873/46 211 18-16d 10-10dx11/2 1200 1440 2410 2775 3015 2090 2400 2610 26 IUS2.37/11.88 — 18 27/,6 11/6 2 10-10d — 75 75 1170 1345 1465 1010 1160 1265 44,108,126 IUT3512 — 18 2% 11% 2 10-10dx11/2 2-10dx111 245 255 910 1045 1140 780 895 975 8,36,91,121 2% 111% 2 10-10d 2-10dx111 245 255 1110 1275 1390 960 1105 1200 23/46 x 11% MIU2.37/11 — 16 2% 111/16 21/ 20-16d 2-10dx111 230 230 2840 3265 3550 2460 2830 3075 54,146 U3516/20 / 16 23/46 109A6 2 16-16d 6-10dx17/2 720 865 2130 2445 2660 1840 2115 2300 26, 83,140,144 HU3511 (Min) / 14 2% 111/16 21/ 16-16d 6-10dx111 720 865 2145 2465 2680 1855 2135 2320 26,144 HU3511 (Max) 1/ 14 2% 111/16 21/ 22-16d 10-10dx11/2 1200 1440 2950 3390 3685 2550 2935 3190 26 IUS2.37/14 (Min) — 18 2�/,6 14 2 12-10d — 75 75 1615 1755 1210 1395 1515 44,108,126 IUSUt4(Max) 27A6 14 2 14-10d 75 75 1640 885 1980 1415 1625 1770 IUT3514 25A6 x 142% — 18 2% 133/4 2 14-10dx1Yz 2-10dx111 245 255 1 1465 1590 1090 1255 1365 8, 36, 91 133/4 2 14-10d 2-10dx111 245 255 1555 1785 1940 1345 1545 1680 MIU2.37/14 — 16 2% 1311 21/ 22-16d 2-10dx11/2 230 230 3125 3595 3905 2705 3110 3385 54.146 HU3514 (Min) V 14 2% 131/2 21/2 18-16d 8-10dx111 960 1150 2410 2775 3015 2090 2400 2610 26,144 HU3514 (Max) 4/ . 14 2% 131/2 21/2 24-16d 12-10dx11/2 1440 1730 3215 3700 4020 2785 3200 3480 26 ee footnotes on opposite page. CODES: See page 12 for Code Reference Key Chart. Z a N C U LIN co .� 6' t/1 Z y a. N T�SI V1 Holdowns & Tension Ties • (i) v E = m m d IAEA11 boy�a� ca oA EA mat E�va4, TWO POUR INSTALLATIONS O L 0 O j N tel F a 0 CU C L .L-- CS .- 0,C) C6 CD a 5 p C C O 0 R O C6 .0.1 C9 E O O yo J C C E J= 0Y U -O 0 -0 N C C° CO CO N 5- > J L - r w E u o c� o d y n d� N dEo.y=SEm�o 2 CD c .o 1- oCO . Ca Q E 17, O CO Na o o ao- )0 aE°::N o:-, a0. o Y S: m 0 >�EaE� OS -°'o yEX = Eo-oEoo � p o y U C0 0 y � o Z E ,, /� >i C1 N OI L_ N •y f�/l y O W o -o nE== =oa' 0. ul CO _ >i- n N n y IL i-. >. y d d d a)0. o � c y u '5co O,it.... N� u Eco O a) V?c0 0 N O E Y 3 c- YR y C o ax) Q to .O Y c o 0 _ 00 ay -A N U O o C a. . Qlca - vim �o6c�wE �. W Ly (.0 v= C°CI oO 02 {L LL . . . • . CO . a -I y N o = <0'2- 0- 0_ .0 0) N c± `o = c .0 cam.) m 0 CO "O to -E. +a) N a X o 'O CO -O C C6 to d 0 N c O O Con 0 ate) O . y U '+. C'00 C .� Cl L v-. -as 0 00 L C y C O - U 0 0'- 8 L"' w V' LR01 _% O C7)= t6 U O -� ID p- O >j s -O Q C C C° a .- c I° ~ C E d U N N O +. -O U T fL6 •L �S - L R N ♦L-. ,L-. -O O) C 0 O. rNO.. L 0 O C) N Cy N NLO O?i-L-OE�0 -p O �O 4....:° -,1 0-5= N=d= O °' -p O F' E U - a O �� `= 0 o a) a) C - 0 L 0 a) •C p 0 CO o "6 M a) y L. a) = E �) O °) = O) i° E U N >•,o - o 0 0) E r n a = d E CD 0_2 -§�c=i c �c co o -p COi. a 5 a> = d@ 0 c v coi�'� a) E� o N a) v E y= m O U > E N N O.� «) N N -O Y- p. • O O� 0 0 N .,L0 O.. a N N O a C a p OU O "@O O)� OBJ E C- O f6 O) •F,' d N co to 0 0 O co L= -O 0.: N O a) 0 U 0 O U L C C N L^ U w d c= Y O R3 y a) E °)-°c- OE' °�'>� E a1 wn -p U 6.E '= T,„. 'O =\ CS O O a C a" N C L 0 = N O C° C L 0 O X "O -p d� o 0132 L C O .- f6 CC -8_,=':',7,1 .022- .'-' O 03 '= a >s0" o _ oc° oN o) c Co 3N0 v� c Oc_ C6 0 E " CS d y U N L C L -0 N= -0 a) O N 0- 0> C .O -O� L -T N_ U U ` }, N O c cL O ass 0 •cs- COL 5 C L O = Q) U --: C_ OU N0 76 = y0 L N Q) C +-• N c= C° O. .F. E _- N N L C C� R O N co O a) c E 0 E a i y= o m c o 0 O I- 0 y O O 0 t -p C° C O t° .--� N N O N coC° _O - coC/) co�C C° Z Z L o +L-+ O E p C ," o C L CU O- O) C C L C6 o L Q L O cLL E c),_ c.°Ec o 0�� 6° -`,E o E o -CI L.= Na- o3. CD N 0 O O 4 L-6 -O C CO CO m a) O 6) co 0 0 •-C2 =22.E =' - O E I--. c fn N ,' C 'O > 'O a a) O = O) L_ 4..--- E d C�7 0 a s d CD =.= 00) -p ii - 0 m CT- O .c C6 0) 5 - 0.) •- .0 OC=N MI oN=2 20 00 >000E C NON N1C 5 ud2 0 (° CO0d C) O- L_ -= - U p 0 t° �, o o L ,_co d• 0) L I- U ai a) ?j U 0 -6 y G "r F- mN C `=mom E a)- moo EE=a) L' =E Nc� Z�m�� m � � O E` co .- co _._ ,_-am u) c° .X O = c o) co I c co m - C V .a) O co o a E 0 a) O) L Q O t6 0 '� d 0 O �_ C 1- 0 N Ccll � • 0 L aJ N V t° - C_ C Et6 L C N ++ -Q t C O t° ` V- I,J-' C W 5= T a) c y >' N ..LO..� E N m- L O .� �) = L Q c �) p -O C") O T N = N N Z i y r co co O YO 'O :13° -ooC4.0U OCjNO=.=O rCN=''E 0=-O=+O c°0 a_�Ud NCN o`.N -00CCco - 0- - N 0 0p c° 0 LN -O �0 co N L L N r- No0 a,aa)S'- a) ' E E p cc 0- O -o E L-. L) c6 a) m ac) E G r °) 2Cm y 0) p_o O a) O"OO CC i°t°0'-yZLLL0N-�O3 o vco 0° - U a swo aciO n c C6 .� a) o f y N a) c a L :00 O U. t° 0 C N d .a O o a) L N C L X ' t°. �=` 0 E co = a 0,o 0= 0 0 O a) O-0 a) N C w N N O 0 O ♦•., p N= C ...,,L".L. CI (6 COL • O i (U 'O r C., I= E .I- O_ = 2 O) - co O N a) co y v=- C C1 C 1-,-; s-_-, = ... = co W C O O N y 'O C° N C O> N O" 21 .0 U :7:.,L.. -O c CO- O O = y N=. C 0 ��., 0) O Q N Rf [S LS c!„. N t° _ fCI tT V +-' i Q N C° U� _.=!. L f` LL .,0 s- a O� CV)O.L..O�cCNi• t° O)�=O ECNdo=�-E � N �) O c r ma) s a) C E � L O= a c y >> k cD a= ami Cn m-0 JN L_ 07„y -L O'S=4., L1-.° O)N'Y CU° -d0 O>,+0-.=-0 a) =Q_0 E a) Orr ocC ..... ,(% City of Eagan PERMIT City of Eaan Permit Type: Mechanical Permit Number: EA123122 Date Issued: 05/29/2014 Permit Category: ePermit Site Address: 4058 Olivine Dr Lot: 10 Block: 11 Addition: Cedar Grove 5th PID: 10-16704-11-100 Use: Description: Sub Type: Residential Work Type: Replace Description: Air Conditioner Comments: Questions regarding electrical permit requirements should be directed to State Electrical Inspector, Mark Anderson at (952) 445-2840. Brian Kuhn 6935 146th St W #3 Fee Summary: ME - Permit Fee (Replacements) $55.00 Surcharge -Fixed $5.00 0801.4088 9001.2195 Total: $60.00 Contractor: Air Rite Heating & Ac Inc 15731 Hallmark Path Apple Valley MN 55124 (952) 250-5913 - Applicant - Owner: Equity Trust Company 4058 Olivine Dr Eagan MN 55122 I hereby acknowledge that I have read this application and state that the information is correct and agree to comply with all applicable State of Minnesota Statutes and City of Eagan Ordinances. Applicant/Permitee: Signature Issued By: Signature