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1656 Sherwood WayCITY OF EAGAN 8795 Pilot Knoh Road Eagan, mm w22 Zoning: -,, f' o" ., u i l Owner* Address: . < c (. S$CrwQO-e Site Address: n r-• rtes z' 1 u* i Plumber: ; . 1 come to complY with the CR'1 of Eagan of insp.: .s SEWER SERVICE PERMIT , PERMIT NO.: 1 DATE: _ No. of Units: -- IM K9:88 $ Connection Charge: Account Deposit: permit Fee: Surcharge: Misc. charges: Total: - clrlr of EAGAtH 3795 Pilot Knob Roed WATER SERVICE P EpMT E09ar" MH 55122 PERMIT NO.: Zoning: T DATE: Owner; No of Units: Address: Site Address: _ ' / ? Pl t umber: Meter No.: Size: Connection Charge: Reader No... Account Deposit: : o9fte to 0o mply with the Ordinan Permit Fee: City. Eo n S ces. urcharge. Misc. Chorges, By Total: Date of Insp.: Date paid: Insp.. BUILDING PERMIT 3795 Pilot Knob Read Eagan, MN 55122 PHONE: 454-0100 Receipt # 2.000 Site Address Lot Block Sec/Sub. - L Parcel # ?c Name )'-kr fson Luil%:er::. Inc. W Address "' I Name 0 z 01 Address Name _ Address 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. Signature of Permittee A Building Permit is issued to: all work shall be done in accordance with all Erect ? Occupancy Alter ? Zoning Repair ? Fire Zone Enlarge ? Type of Const. Move ? # Stories Demolish ? Length Grade ? Depth Sq. Ft. Approvals Fees Assessment Water & Sew. Police Fire Erg. Planner Council Bldg. Off. APC Permit Surcharge Plan check SAC Water Conn. Water Meter Road Unit Total on the express condition thou nesota. Statutes and City of Eagan Ordinances. Building Official SEP -2-2016 06:23 FROM:RASCHER PLUMBING & H 6512244750 ('-tak- cox Jen (-asi - ?-d- 975' r cc. r'°Q% Azitt, 41.01` CityofEagn 3930 Pilot Knob Road Eagan MN 55122 Phone: (651) 675-5675 Fax: (651) 675-5694 TO:6755694 P.1/1 Use BLUE or BLACK ink For Office Use Permit #: Permit Foe: &C - b Date Received: Staff: L 2016 RESIDENTIAL PLUMBING PERMIT APPLICATION Date: q- 2 - CP Site Address: ��S(s, �`jQrwoo' (lot Tenant: Suite 0: e:sid 09,tivner or r-�V�Di/14 Phono: tBl — 709.- C83' •:•.::•::;. Address s /City /ZIP; � S��liPrrwd � (,lJkkfr' ""/- S37; a- Name: I` C,JI Pi 7(/d(;0i) 6f�,Q� �License*: 4M O 55c7 Address: "7 (e. ,S.4i r � /7* S �i City: 5-/'�• ,�T rty% State: "I'� Zip; S. S r!a / Phone: 0 9 ' 9 T " 757 Contact: J - 'C6, Email: :10-e &' Sc/ ( New ✓ Replacement Repair Rebuild Modify Space _ Work In R.O.W. Description of work: gyGiG2k/ 74C -47 11G 7 A 4,44 a 11ledl.144- rv0'l 4e7t 4J RESIDENTIAL Water Heater Lawn Irrigation L RPZ / PVB) Septic System New Abandonment Water Softener Add Plumbing Fixtures ( , Main / Lower Level) Water Turnaround RESIDENTIAL FEES: $60.00 Water Heater, Water Softener, or Water Heater and Softener (Includes State Surcharge) $60.00 Lawn Irrigation (Includes Siete Surcharge) $60.00 Add Plumbing Fixtures, Septic System Abandonment, Water Turnaround* (Includes State Surcharge) 'Water Turnaround (add $280.00 if a 3/4" muter Is required) 5115.00 Septic System New (includes County fee and State Surcharge) TOTAL FEES $ 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, wu(w.aonherstateonecall.orq I hereby acknowledge that thls information Is complete end 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 withoul 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. x JOSGCSC1C'- Applicant's tinted Name F,ORQFFICE USE , Reviewed i 'y; .. D ate: Required Inspections: Under Ground „._Rough=In' Air Test Gas Test Final. M.etetr• Related ;Items; Meter Size Radio Road , . .., • Manometer, 'Staff: x dRC 'Ad James ' Hem :uolwool ogpooeo JeuM L!h lould OVAH 18U1d • 'B91d 18131d uolssinsul f VAN 46noa ('7 8 'lild 406-H 6u!weJd uoliepunod seul?ood Jeyip dsul eiep uol3aedsul -Zg-z?-1c ??3?3 ?3 ?zs?},r? .I'P"3 James ?,a Jaunt 118M Q? V 21?3? '?'V'A'H Z FS-Sl-?1 u ?_zL13 C ??' ewgwnld JaploH 'ON i!wJed •xlW Jap1oH WuJed 'ON tlwJed r Trrtifiratr of (Orrupattry Citp of (Eagan Erprtittmt of Witilbing Jnsp ti m This Certificate issued pursuant to the requirtatents of Section 306 of the Uniform Building Code certifying that at the time of issuance this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: U"CaEWMIeae SF DWG/GAR w4r,,,,,uN0. 7548 0-"S 7 Type R 3 1yp Consumdw V FLM NA Zwiq nfi,mct R1 By. nn.: June 27, 1983 l IM A COMMWC * RACK Receipt PLUMBING PERMIT Permit No. CITY OF EAGAN Fee fill in numbered spaces S/C Type or Print legibly Tot. 1. Date 2. Installation Cost 3. Job Address Lot -131k. Tract 4. Owner rc f ?o ?/ r L U 2 5. Contractor Phone 6. Address , 9 _ .. . i . i ? . \ 7. City ?.?IUJ,ir State %\ w Zip . 8. Building Type: Residential 13 Commercial ? Institutional ? 9. Work Description: New ? Add ? Alter ? Repair ? 10. Describe 11. No. Fixtures Water Closet No. Fixtures Cesspool/Drainfield t Bath tubs Septic Tank Lavatory Softner Shower Well Kitchen Sink ii Urinal/Bidet Other Laundry Tray Floor Drains Drinking Ftn. Slop Sink Gas Piping Outlets 12. 1 hereby certify that the above information is true and correct, and I agree to comply with all ordinances and codes governing this type of work. Signed: for Rough Final Inspections: Date Insp. Date Insp. This is your permit when numbered and approved. Approved CITY OF EAGAN 454-8100 Receipt MECHANICAL PERMIT Permit No. CITY OF EAGAN Fee Fill in numbered spaces S/C Type or Print legibly Tot. 1. Date 2. Installation Cost 3. Job Address L"ot? Blk. Tract 4. Owner 5. Contractor Phone 6. Address 7. City State a Zip 8. Building Type: Residential ? Commercial ? Institutional ? 9. Work Description: New ? Add ? Alter ? Repair ? 10. Describe Fuel Type 11. No. Equipment BTU - M. Ea. Forced Air No. Equipment CFM Air Handlin : Mfg. g Boilers Mfg. Mech. Exhaust Unit Heater Mfg. Other Air Cond. Mfg. Gas, Piping Outlets 12. 1 hereby certify that the above information is true and correct, and I agree to comply with all ordinances and codes governing this type of work. Signed : for Rough Final Inspections: Date Insp. Date Insp. This is your permit when numbered and approved. Approved CITY OF EAGAN 464-8100 Receipt MECHANICAL PERMIT Permit No. CITY OF EAGAN Fee Fill in numbered spaces S/C Type or Print legibly Tot. 1. Date 1 2. Installation Cost 3. Job Address Lot Blk. Tract 4. Owner 5. Contractor Phone 6. Address 7. City State Zip 8. Building Type: Residential 0 Commercial ? Institutional ? 9. Work Description: New ? 10. Describe 11. Type No. Equipment STU - M. Ea. Forced Air No. Equipment CFM Air Handlin : Mfg. g Boilers Mfg. Mech. Exhaust Unit Heater Mfg. Other Air Cond. Mfg. Gas, Piping Outlets 12. 1 hereby certify that the above information is true and correct, and I agree to comply with all ordinances and codes governing this type of work. Signed : for Rough Final Inspections: Date Insp. Date Insp. This is your permit when numbered and approved. Approved CITY OF EAGAN 454.8100 Add M Alter ? Repair ? CASH RECEIPT CITY OF EAGAN 3795 PILOT KNOB ROAD EAGAN, MINNESOTA 55122 DATE 19 RtCE1V6D FROM AMOUNT $ 1.7 & --DOLLARS 100 CASH 0 CHECK FOR White-Payers COPY Yellow-Posting Copy Pink-File Copy Thank You J G/ By CITY OF EAGAN Remarks Addition Brittany 2nd AddidOn - Lot 6 Blk 1 Parcel #10 15001 060 01 Owner 57 ll r I . Street 1656 Sherwood Way State Eagan, lit 55122 Improvement Date Amount Annual Years Payment Receipt Date STREET SURF. (06JI 1982 2013.03 401.61 5 1207.83 A011872 1-31-83 STREET RESTOR. GRADING 1982 596.22 119.24 5 357.74 A011872 1-31-83 SAN SEW TRUNK 14 .11 9. 66.79 A011872 1-31-83 * SEWER LATERAL 1982 3$3o.10 66.02 2298.66 WATERMAIN * WATER LATERAL 1982 WATER AREA (p 1982 296.92 59.28 5 178.16 A011872 1-31-83 * Services 1982 5 STORM SEW TRK tDfos 1982 628.22 125.6 5 376.74 A011872 1-31-83 * STORM SEW LAT 1982 CURB & GUTTER SIDEWALK STREET LIGHT ROAD UNIT 2+0.00 32223 10-1-82 WATER CONN. 420.00 ++ ++ BUILDING PER. SAC 5,25-00 ++ ?+ PARK SEDGWICK HEATING & AIR CONDITIONING CO. HEATING JOB 46?D ? 8910 WENTWORTH AVENUE SOUTH • MINNEAPOLIS, MN 55420 • (952) 881-9000 TEST RECORD W c_? W cl d3 ?1 •e-. ADDRESS O o f1?' CITY C?1A- OCCUPANT hlw_IO Od/ SOLD BY - Q? CULG? INSTALLED BY MAKE h E r1J l./ 0-f? MODEL G 60 U V" 3 6(3 0 `6 SERIAL NO. 56 4Toc/3`/ INPUT `5?'?g- a°C?) THERMOSTAT V 1 SU '" 11.110. tI c\ 4 - ?-Llf... LIMIT ` t LIMIT SETTING FAN SETTING ?2? PILOT TYPE --t C VENT SIZE TYPE OF LINER 9 LINER SIZE el- FILTERS: SIZE G _ WIRING TEST TAG IGNITION MODEL LIGHTING INST. /r. X7'1 PILOT TIMING DATE TESTED X-[ -z ^ Q PRESSURE PERCENT COz COMPANY TESTING INPUT CFH PERCENT 02 t / ?? STACK TEMP. 33 PERCENT CO NAME OF TESTER ///p-(_J FORM 235 (REV. 11/89) FORM DISTRIBUTION: WHITE COPY - JOB FILE YELLOW COPY - CITY 1 6 This i8 (?J D ( ,?[,L,' C/-,c?,_•-, "'1 ?C `/ months from L 0 ?o A 39445v36Y?La• til?nl??f ?a'.ad' ? 13r?o.? Rep yj Date _ y 4/1084 Fire No. Rnugh-inInspection Required? 1 11Ready Now?WillNotifylnspec- Ptot Wh R d ?yes ?No en ea y 'tGensed Electrical Contractor I hereby request inspection of above ?tOwner electrical work installed at: Street Address. Box or Route No. City ood Way 1656 S1 Eagan ectlon o. - Township Name or No. Range No. Cognly I Dakota Oeegpdnt (PRINT) Phone No. Potter 454-0092 Power Supplier Address N.SP. Electrical Contractor (Company Name) Contractor's License No. SOUTH SIDE ELECTRIC INC. 40359 7 Mailing Address (Contractor or Owner Making Installation) O V. S 7 . 4219 AAiithori?qd Signature (Contra / ner Mliking,instalbation; _ Phone Number MINNESOTA STATE BOARD OF ELECTRICITY THIS rINSPECTION-REQUEST WILL NOT Griggs-Midway Bldg. - Room N-191 BE ACCEPTED BY THE STATE BOARD UNLESS PROPER INSPECTION FEE IS 1921 University Ave., St. Paul. MN 65104 Phone (812) 297-2111 ENCLOSED. { REQUEST FOR ELECTRICAL INSPECTION 5_') -gr 5 301n See instructions for completing thisjorm on back of yellow copy. CC "'X" Below Work Covered by This Request 2445 EB-00001-04 +1: ' ?, Nw4 ATidj Rep. '.Type of Building Appliances Wired 3493 Equipment Wire -5 Home Range Temporary Service Duplex Water Heater Lighting Fixtures Apt. Building Dryer Electric Heating Commercial Bldg. Furnace Silo Unloader Industrial Bldg. Air Conditioner Bulk Milk Tank Farm Other pecifv Cher ISpmcifyl t er SueClfy the, Other Compute Inspection Fee Below p Fee Service Entrance Size h Fee Feed.,,bfeed.rs # Fee Circuits U to 200 Amps 0 to 30 AMPS to 30 Amps Above 200 Am 15 31 to 1 UO Amps 31 to 100 Am Swimming Pool Above 100 Amps Above 100_Am s Transformers Irrigation Booms Partial"'Other Fee Signs Special Inspection ' T Remarks 1 - Z', ton A/C • ,/ O r,FE Rough-in Date I t ctrl cal Inspector" hereby certify that the above Final D Ii'y ' nspeclion hes bean t? ?? ?? nrede. This remmat yotd 18 months from i fgctfS v d ti 18dSYvkr,; from 46522 L (o ? 6l ? .g ? ? } ?aK yr z 3z4 (0 en 0 qz toc3 Request Date Fire No. Rough-in Inspection ' eqm reds Ready Now III Notify, Insoec- yes ?NO or r When Ready Licensed Electrical Contractor I hereby request inspection of above Owner electrical work installed at: Sir7ot Address, Box or R ute N o . City ? / +co `I ecu on o. Township Name or No. Range N C unty Occupant (PRINT) Phone No. ^ Power Supplier Address t^ ?1? . Electrical Contractor (Company Name) Contractor s License No. ' L? Mailing Address 1 ntractor or Owner Making Installation) „ ` .?J?-t.. A uthorizetl Signa to (Convac r?owner Making Installation) Phone Number MINNESOTA STATE BOARD OF ELECTRICITY THIS INSPECTION REQUEST IOVILL NOT Grigga-Midway Bldg. - Room N-191 BE ACCEPTED By THE STATE BOARD UNLESS PROPER INSPECTION FEE IS 1921 University Ave.. SL Paul. MN 65706 Phone 16121 297-2117 ENCLOSED. ?" REQUEST FOR ELECTRICAL INSPECTION r ES-000003 ' See instructions for completing this form on back of Vellow copy. 10 2 p "X'" Below Work Covered by This Request - 3 a ((pa Adtl Rep. Type of Building Appliances Wired Equipment Wired Home Range Temporary Service Duplex Water Heater ightin Fixtures Apt. Building Dryer Electric Heating Commercial Bldg. Furnace Silo Unloader I ntlustrial Bldy. Air Conditioner Bulk Milk Tank Farm 5 ec, the, ISUeciiyl t er Specify O Other _ Compute Inspection Fee Below /- - # Fee Service Entrance Size # Fee Feeders/Subfeeders # Fee circuits 0 to 100 AMPS 0 [0 30 AMPS .? 0 to 30 Amps 101 to 200 Amps 31 to 100 Amps ( n? 31 to 100 Amps Above 200 Amts Ahove 100-Amps Above 100-Amps Transformers Remote Control Circ. Partial/Other Fee Signs Special Inspection 5 T Remarks Al FEE t' a 4-t Rough-in Ua Awl-? al eby Final Date e above r inspection s been e , This request void - - ° - - `''? 18 months firm s d BUILDING PERMIT To he used ter SF 61 CITY OF EAGAN 3795 Pilot Knob Read Eagan, MN 55122 PHONE: 454-8100 Site Address Zvau auursawwu way Lot 6 Block 1 Sec/Sub.BrittanY 2nd Parcel * 10 15001 060 Ol z NameTolikS'fson Builders. Inc. Address 1655 Norwood Drive V.- CmInn - ACA-CO" o Name Owner r Address H n.., a6--- Name _ Address I hereby acknowledge that 1 have reed 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. Signature of Permittee A Building Permit Is issued to: Tollefson all work shall be done in occordance with applta Building Official 1 XAOn e N? 7548 Receipt * Erect Occupancy R-3 Alter ? Zoning R-1 Repair ? Fire Zone NA Enlarge ? Type of Const. V Move ? * Stories Demolish ? Length 75 Grade ? Depth 43 Sq. Ft.- Approvals Foes Assessment Permit 319.00 Water & Sew. Surcharge 31.00 Police Pion check 159.50 Fire SAC 59S.nn Eng. Water Conn.470_ nn Planner Water Meter to _ nn Council Road Unit 2AO nn Bldg Off . . APC Total $1754.50 Inc. an t he express condition that peseta Statutes and City of Eagan Ordinances. 2W7 RESIDENTIAI, BUELDING PERMIT APPLICATION City Of Eagan 3830 Pilot Knob Road, Eagan MN 55122 Telephone # 651-675-5675 FAX # 651-675-5694 New Construction Requirements 3 registered site surveys showing sq. ft. of lot, sq. ft. of house; and all roofed areas (20% maximum lot coverage allowed) 1 Soils Report if proposed building is to be placed on disturbed sal 2 copies of plan showing beam & window sizes; poured found design, etc. 1 set of Energy Calculations 3 copies of Tree Preservation Plan if lot platted after 7/1193 Rim Joist Detail Options selection sheet (buildings with 3 or less units) Minnegasco mechanical ventilation form oh..c at re n?ncirlnrnrl mivhlir infnnnafinn RemodetReoair Reouirements Office Lee Onlv 2 copies of plan showing footings, beams, joists Cart of Survey Recd _ Y _ N l set of Energy Calculations for heated additions Soils Report _Y _N 1 site survey for additions & decks Tree Pres Plan Recd _ Y _ N Addition - indicateifonsitesepticsystem Tree Pres Required _Y _N Onsite Septic System _Y IN an r4 rnless vnn slate they are trade secret and & th reason. Date i O I_ 0 I Construction Cost T I a0 Site Address 1 6 5 to s k e krwyy,a wa, , a Za v c5 5 i 2. Unitiste # Description of Work d'i "fMo _ ? a -+ca,?vsi41 T ?Gnr ? ? 4()Ai tl?, QvyN "&-e Maki-Family Bldg _ Y 4 N Fireplace(s) _ 0 -X'- 1 _ 2 { Property Owner I?l1"SUS Gt?t{{?? JUCC2tl<6 / ?-6 Telephone#(6'go 6 "-700 G ?, ?w1 Contractor ?2 ? ??2-Z3g- Da'01 Address ?S tP 1 ?r ?? 6 L u c, - state M N zip 5 567 (P City G. ti../ c? Telephone # ( 6I2) C7 ?6- O 64 9 COMPLETE THIS AREA ONLY IF CONSTRUCTING A NEW BUI Energy Code Category Mlnnasota Rules 7670 Cateeorv l Residential Ventilation Category 1 Nbrksheet (J submission type) Submitted QCT • Energy Envelope Calculations Submitted t1 In the last 12 months, has the City of Eagan issued a permit for a similar plan - Y - N If yes, date and address of master plan: Licensed Plumber Mechanical Contractor Sewer/Water Contractor Telephone If ( Telephone # ( Telephone # ( I hereby apply for a Residential Building Permit. and acknowledge that the information is complete and 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 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. 0 i+nliran}?a Printarl TTa n AnnliranPa Cirtn ah.ra ' DO NOT WRITE BELOW THIS LINE Sub Types ? 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 /X_ 22 PorchlAddn. (4-sea.) ? 33 Ext. Alt - SF ? 04 02-plex ? 10 08-plex ? 18 Deck ? 23 Porch (screen/gazebo/pergola) ? 36 Multi Misc. ? 05 03-plex O 11 10-plex ? 19 Lower Level ? 24 Storm Damage ? 06 04-plex ? 12 12-plex ? 25 Miscellaneous Wo rk Types ! ?/ S ?„Ti S?'b1Nr ?ht /?L?"YJ?r"J ? 31 New / ? 35 Int Improvement ? 38 Demolish Interior ? 44 Siding A 32 Addition ? 36 Move Building ? 42 Demolish Foundation ? 45 Fire Repair ? 33 Alteration ? 37 Demolish Building" ? 43 Reroof ? 46 VWndows/Doors ? 34 Replacement 'Demolition (Entire Bldg) - Give PCA handout to applicant Descriotion: WaWDamage_yes ( MCES S tem Valuation f a 7 Occupancy ys Plan Review 100% or _ 25% Census Code _ Zoning fiJ- City Water SAC Units Stories Booster Pump # of Units Sq. Ft. PRV # of Bidgs Length 7 Fire Sprinklered Type of Const_ Width Footings (new bldg) _ Footings (dock) 49 Footings (addition) Foundation Drain Tile Roof _ Ice & Water _ Final Framing Fireplace V R.I. * Air Test Y Final Insulation Tc 7? REQUIRED INSPECTIONS V1 Sheetmck Final/C.O. ?et,o(k ??11 'J .Le FftiaWo C.O. HVAC Other _ Pool _ Figs _ 'as Tests Final Siding _ Stucco Lath rA-9to-neLaM -Brick / _ Windows Retaining Wall Approved By: Building Inspector Base Fee Surcharge Plan Review MC/ES SAC City SAC Utility Connection Charge S&W Permit & Surcharge Treatment Plant License Search Copies Other ftj oft, ? 4U"Or 5PD04' 57OAm. -wax,4? X ?9l w ; Eagan City Council Meeting Minutes June 5, 2007 Page 3 VARIANCE - MICHAEL SUPINA City Administrator Hedges introduced this item regarding a Variance to the required 10 foot side yard setback to construct a second floor addition over the garage at 1656 Sherwood Way. City Planner Ridley gave a staff report. Mike Supina, applicant, discussed his plans for the second floor addition to his house and the need for a variance. Mayor Maguire opened the public hearing. Jill Carey, adjacent property owner, expressed her opposition to the proposed variance There being no further public comment, Mayor Maguire closed the public hearing and turned discussion back to the Council. The Council stated that based on the grade of the property, the twenty-five year encroachment and the existing distance between the two homes, the proposed Variance request was reasonable. Councilmember Carlson moved, Councilmember Fields seconded a motion to approve the vacation of public drainage and utility easement within Lot 6, Block 1 Brittany 2"' Addition, Lot 6, Block I Brittany 2°d Addition and authorize the Mayor and City Clerk to execute all related documents. Aye: 5 Nay: 0 Councilmember Fields moved, Councilmember Tilley seconded a motion to approve a Variance to the required 10 foot side yard setback to construct a second floor addition over the garage at 1656 Sherwood Way in the SW '/< of Section 33. Aye: 5 Nay: 0 VARIANCE - ATLAS OF MINNESOTA, INC. City Administrator Hedges introduced this item regarding a requested variance to the required building materials for a new warehouse and office showroom building at 2811 Highway 55. City Planner Ridley gave a staff report. Jack Hoeschler, representing Atlas, discussed the proposed building materials for the office warehouse building. He noted other buildings in the area and City that are not currently in conformance with the current building standards. Mayor Maguire opened the public hearing. Greg Miller, Interstate Partners discussed the area buildings that Mr. Hoeschler had pointed out in his PowerPoint presentation. He stated that he would like to see the site in question redeveloped but he believed the requested deviation to finish materials would be a step backward and not appropriate with the original intention for the area. There being no further public comment, he closed the public hearing and turned discussion back to the Council. Councilmembers stated the finish standard requirements were established after much consideration and that deviating from them at this point would essentially break a promise the City Council made to the area and the City of requiring higher quality exterior finish materials in commercial/industrial areas. It was the consensus of the Council not to deviate from the building finish standards. Councilmember Fields moved, Councilmember Tilley seconded a motion to direct Findings of Fact for Denial for a Variance to the required building materials for a new warehouse and office showroom building at 2811 Highway 55 in the SE '/a of Section 02. Aye: 5 Nay: 0 Cities Digital Quality Control The following image represents the best available image from the original page. Every effort was made to capture the content from the original page. • ¦'! Ma r. 20. 2008 10: 05AM No. 5134 P. 2 koffefassociates, inc. October 18, 2004 FIRE PROTECTION ENGINEERS • CODE CONSULTANTS 3300 _W09h W*e Rog Suite 275 EfflCOU CWJe ¢ Mdrjfaa6 21043 410-750.2246 (We) • 301-621-4W (OC) • 410.750.2588 (OLV * wwat emu ErAGAN REVIEWED q WV. 3 ;. ..M. l a 1' BUIUMNO BNSF MM:5 nr.i To Whom It May Concern: l65 40" 6-'Ar jj g e Ce, I ' n 9 RE: ELEVEN INCHES OF ICYNENE CRAWL ACF AND ATTICS TEST RESULTS KA 02190-004 Koffel Associates, Inc. has been retained by Icynene, Inc. to provide technical assistance related to code compliance issues. The codes explicitly allow foam plastics, such as Icyneneo flexible foam, to be installed in any space, if protected by a thermal barrier. Thp code allows thermal barriers that provide 15 minutes of protection for the foam, such as %-inch gypsum wallboard, rated ceiling systems, and spray coatings. The codes explicitly require foam plastics, including Icynene's, which are installed in attics and crawl spaces that may be accessed for service of utilities, to be protected from ignition. The codes list ignition barrier materials such as ?/4, inch wood structural panel, I %r-inch thick mineral fiber insulation, 3/8-inch gypsum wallboard, or particleboard, as appropriate to serve as an ignition barrier. In addition to those applications as defined in the code, Icynene has conducted an extensive evaluation of the product for use in attics and crawtspaces. As result of the testing, a National Evaluation Report (NFR-420) has been issued allowing Icynene® flexible foam to be installed in attics and crawls spaces without either a thermal barrier or protection from ignition. This report is posted on wwwAcc-es.or?. The NER requires: • Entry to the attic or crawl space is limited to service of utilities • There are no interconnected basement or attic areas • Air in the attic or crawl space is not circulated to other parts of the building • Ventilation of the attic or crawl space is provided in accordance with the applicable Code ' OX4m E. 7(yffe4 (P.e 4o-resident Mar.20. 2008 10:05AM No.5134 P. 3 October 1g, 2004 Icynene, 1M. Page 2 11-inch Attic/Crawl Space Test Results The insulation shall be limited to a maximum nominal thickness of 6 inches (152mm) according to the preceding configurations. Subsequent to the testing that was used as a basis for the NER, another round of testing was conducted at omega Point Laboratory in the summer of 2004. As part of the subsequent testing, Southwest Research Institute Procedure 99-02 was run with Icynene flexible foam applied to an I 1-inch nominal thickness to the underside of the top of the enclosure. As the assembly with 1 I inches of Icynene® flexible foam applied to the underside of the enclosure performed better than the control assembly of bare wood, I I inches of Icynene® flexible foam has met the requirements of the procedure. Southwest Research Institute Procedure 99-02 has been used, and accepted by the National Evaluation Service, as a means to demonstrate equivalency with respect to foam plastics in attics and crawl spaces. This is the same test method that was previously accepted by the National Evaluation Service to increase the maximum thickness of Icynene® in attics and crawl spaces. It is Koffel Associates' professional engineering opinion that Icynene flexible foam installed to a maximum of 11-inch nominal thickness on the underside of a roof or top of a crawl space provides a level of safety consistent with code requirements. Sincerely, Eric N. Mayl, F.E. Senior Fire Protection Engineer ?ti?:4t:4'Y(:a.'re::f,C:=t:?i::fi iFYFy,;,v. •;!:'YiYYf.3iCk'.i'/.k('r:'it:2C'?Yi 3F3X3Xik+?:i4: i'fi:mt,'YC?;3X CITY OF EAGAN CASHIER; T'iii:RMINAL. NOr 863 DATEg 05/17/99 TIME: 14:37244 IT:+.o NAMP 11._CtTVE: ROOFING t !SIDING :I NC :3e^:0 9001 1656 SHE,F'tkOOD 0505 %155 9001 1656 . 1...1.. i..li... 500 e c Total Receipt Amounto 200.0i l°<2if 8996 USER 0o NANCY y-StYF9br;K:k 3X%KJr.'F F °FS,<:*M:r.:>Ki:;'fe .'yYak>@:?,:i:&:h':>X>;<.:r°iX:?C3K i::>X?}:YF 1999 BUILDING PERMIT APPLICATION (RESIDENTIAL) CITY OF EAGAN 3 S 3830 PILOT KNOB RD - 55122 651-681-4675 ->;l p 6-1S New Construction Requirements ? 3 registered site surveys showing sq. H. of lot, sq. ft. of house and all roofed areas (20% maximum lot coverage allowed) ? 2 copies of plans (show beam L window sizes; poured Md. design; etc.) 1 set of energy calculations ? 3 copies of tree preservation plan R lot platted after 7/1/93 DATE: -5-,/ 7 - f / DESCRIPTION OF WORK: QG-R Remodel/Repair Reaulrements S - t - 2 copies of plan 1 set of energy calculations for heated additions 1 site survey for exterior additions a decks CONSTRUCTION COST: .I I t, 0 0 0'6 STREET ADDRESS: //o S S?JGfZWOQ ,(gym y l y LOT: BLOCK: SUBD./P.I.D. 1 J Y nLt Vi Name: S v PIMA Ayk/k/ Phone #: l®S/'lv?ln? 70C7(P ///19. PROPERTY Last First OWNER Street Address: `CP ?lv Z'&4g e?n city G fJ9.9.t / State: zip: 5 5/2 Z CONTRACTOR ARCHITECT/ ENGINEER Company: A/Vwz/ ??t70?/i?? Phone#: 61 5 / '40&- 9400 (area code) Street Address: 3580 KcAIM/ FbEG QP . License # c?0l9(00/9 Exp.3 em city 4qft?? State: 1-11211. zip: S S/7Z Company:, Telephone #: area code Name: Street Address: Registration #: City Sewer L water licensed plumber (required for new construction only): State: Penalty applies when address change and lot change Is requested once permit Is Issued. Zip: I hereby acknowledge that I have read this application, state that the Information Is correct, and agree to comply with all appiicabl State of Minnesota Statutes and City of Eagan Ordinances. Signature of Applicants OFFICE USE ONLY Certificates of Survey Received Yes No Tree Preservation Plan Received Yes No Not Required OFFICE USE ONLY BUILDING PERMIT TYPE ? 01 Foundation ? 06 4-plex ? 11 10-plex ? 16 Fireplace ? 21 Porch (3-sea.) ? 02 SF Dwelling ? 07 5-plex ? 12 12-plex ? 17 Garage O 22 Porch/Addn. (4-sea. ? 03 1 of _ plex ? 08 6-plex ? 13 16-plex ? 18 Deck ? 23 Porch (screened) ? 04 2-plex ? 09 7-plex ? 14 Apartments ? 19 Lower Level ? 24 Storm Damage ? 05 3-plex ? 10 8-plex ? 15 Lodging ? 20 Pool ? 25, Miscellaneous WORK TYPE ? 31 New ? 35 Tenant Impr ? 39 Gas Line Only ? 43 Siding/Soffits/Fascia ? 32 Addition ? 36 Move Bldg. ? 40 Gas Insert ? 44 Windows/Doors ? 33 Alteration ? 37 Demolish Bldg.* ? 41 Wood Stove ? 45 Fire Repair ? 34 Repair ? 38 Demolish.(Interior) ? 42 Reroof " Give PCA handout to applicant for demolition permit GENT=RAL INFORMATION Const. (Actual) Basement sq. ft. Census Code (Allowable) Main level sq. ft. SAC Code UBC Occupancy sq. ft. No. of Units Zoning sq. ft. No. of Bldgs # of Stories sq. ft. MC/ES System Length sq. ft. City Water Width Footprint sq. ft. Booster Pump PRV Fire Sprinklered APPROVALS Planning Bu ilding Engineering Variance Permit Fee Surcharge Plan Review License MC/ES SAC City SAC Water Conn. Water Meter Acct. Deposit S/W Permit S/W Surcharge Treatment PI. Park Ded. Trails Ded. Other Copies Total: Valuation: $ V SAC Units % SAC L BL CITY USE ONLY RECEIPT* C7 7 lzl? SUBD. RECEIPT DATE: 1999 PLUI-MING PERMIT (RESIDENTIAL,) CITY OF EAGAN 3830 PILOT KNOB RD EAGAN, MN 55122 (612) 681-4675 Please complete for: ? single family dwellings ? townhomes and condos when permits are required for each unit ? backflow preventer for underground sprinkler system ------------------------------------------------- FIXTURES ---------- -- EACH ------------------------ # TOTAL Shower 3.00 x = Water Closet 3.00 x = Bath Tub 3.00 x = Lavatory 3.00 x = Kitchen Sink 3.00 x = Laundry Tray 3.00 x = Hot Tub/Spa 3.00 x = Water Heater 3.00 x Floor Drain 3.00 x = Gas Piping Outlet " minimum -1 3.00 x = Rough Openings 1.50 x = Water Softener ' for dwellings under construction 5.00 x = Water Softener ` for existing dwelling 20.00 x = U.G. Sprinkler ' for dwelling under coral. 3.00 = U.G. Sprinkler ' for existing dwelling 20.00 = Alterations ' to existing residence 20.00 = Water Turn Around 20.00 = Private Disposal System ' MPC tic. 75.00 = (new and refurbished systems) Private Disposal Systems "Abandonment 20.00 = RPZ (new installation only) 20.00 = STATE SURCHARGE .50 TOTAL Zn S o - - ---- -------- - ------ --- -- --- --------- ---- •-- ...... - , and - agree to comply with all applicable City of Eagan ordinances. Ihereby acknowledge that 1 have read this application, state that the information is correct - °----- - -'- ' -- - It is the applicant's responsibility to' "'"' w mes no liability for any damages caused by the City during its normal operational and maintenanc SUPINA, MICHAEL mit within City property/right-of-way/easement. 1656 SHERWOOD WAY SITE ADDRESS: EAGAN, MN 55122 (651) 686-7006 OWNER NAME: INSTALLER NAME: ?IOq?LIziCLONA EL-urn glhlG TELEPHONE#:Z- STREETAD DRESS: 6 Pr9-Fl e- -.p & CJo // CITY: M(L1fJ??70LrIS STATE: Mij. ZIP: 55108- SIGNrAWE OF PERMITTEE CD/PERMIT FORMS/RPLBG PERMIT (RES) - 1998 2005 COMMERCIAL MECHANICAL PERMIT APPLICATION City Of Eagan 3830 Pilot Knob Road, Eagan MN 55122 Telephone # 651-675-5675 Please complete for: commercial/industrial buildings multi-family buildings when separate permits are not required for each dwelling unit Date Site Street Address Unit # Tenant Name (if applicable) Previous Tenant Name Property Owner Telephone # ( ) Contractor Street Address City State Zip ( ) Telephone # Bond #: Expires: The Applicant is Owner Contractor Other Work Type _ New Construction _ Underground Tank _ Install -Remove "'see below Interior Improvement _ Install Piping - Processed -Gas Nature of Work: "When installing/removing underground tank, call for inspection by Fire Marshal and Plumbing Inspector Permit Fees: $70.50 Underground tank installationlremoval $50.50 Minimum (includes State Surcharge) or Contract Value $ x 1% _ $ Permit Fee If eD rmit fee is $1,000 or less, add $.50 => $ State Surcharge If p emit fee is over $1,000, add $.50 for every $1,000 permit fee $ Total Fee I hereby apply for a Commercial Mechanical Permit and acknowledge that the information is complete ana accurate; mar me wom will be in conformance with the ordinances and codes of the City of Eagan and with the Mechanical Codes; 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. Applicant's Printed Name Applicant's Signature Approved By: Inspector g 2005 RESIDENTIAL MECHANICAL PERMIT APPLICATION City Of Eagan 3830 Pilot Knob Road, Eagan MN 55122 Telephone # 651-675-5675 Please complete for: single family dwellings .& townhomes/condos when permits are required for each unit 03a, S 0 C Ka. 0!05-71 Date/?/ Site Address Unit # Property Owner ° Telephone # Contractor SEDGWICK HEATING & AIR CONDITIONING LLC 8910 Wentworth Ave. So Street Address Ivhnneapuib MN 55+420 City (952) 881-9000 State Zip Telephone # ( ) Bond #• Expires: The Applicant is Owner t/ Contractor Other Add-on or alteration to existing dwelling unit o/?r ?(DtcNV?vk'D?o / ? $ 30.00 v furnace _ _ Additional Re acement _ air exchanger air conditioner New ?Re ? •?O laceme l ?//rY/7 #,T Xkjs- _ p n / / ?d17 f other o (? State Surcharge $ .50 Total $ I hereby apply for a Residential Mechanical Permit and acknowledge that the information is complete and accurate; that the work will be in conformance with the ordinances and codes of the City of Eagan and with the Mechanical Codes; 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 rc wires a review and approval of plans. Applicant's Printed Name CITY OF EAGAN Include 2 sets of plans, 1-Ic; 1 site plan w/elevations 4 /?G{{ BUILDING Pm-uT APPLICATION 1 set of energy calculations. T d V l at $ o Be Use Fbr a ua tion ?? Date Site 16 --f OFFICE USE ONLY Iot ( Block sec./sub. E? Occupancy Parcel: Soot Oho C> Alter Zoning Papair Fire zone Owner: e _ Type of Const. Address: hove M Stories Derolish Front 75 ft. City/ Up Code; _ Grade Depth 7 ft. 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F {LO,?vf P WJ>, Le..`I.J [r1t. L1n?-.,c !n 1 _ If CT Ten cKL I -?,• fal[Ll??:!)IJr 5,!L,r_?1? Nn.It.?L?1??Ln ??1hl?i?? r J ? ? li? . _?^f IoIT 2 b4? r0 ;. I? .? •ly P. 1._I_`U INSUI '71' s1.? IAI(! I_=?I 0 n If aw>(. 1N i'R O.11 RF..'4Joos E j .11Q t,yf,?'- ?? r, ,{..._:_.... -?.... I ? r?, ? I ? ?;r i ? ?'L ??_.._ 'i or_•,? ?? c`I?.cn'? i ,:; r , '1 !• , l A , _. ? M ? .? Y V ?av '-tK yr1 {'t4 ,? i,,? K.y Y,,.. e+.. 1?.L..?.. ..?...?.?.p.# F" l.pn w? •:. ?c??.?•._..? .-_.:x.:. •_??.._yfc?!:.'.w r.lr.J?'..J .il.v ?..-S;'.??_..x, r..?r'?-?-?•-^-i*t?-?--" ? r x v ' ? f - TTA ?tT? Y S 17- ?N s.- 5 lit V V` t ? r t -S i j GacvaC-'?* lArsu[?;sn flw? }.tii its City of Eapn 3830 Pilot Knob Road Eagan MN 55122 Phone: (651) 675-5675 Fax: (651) 675-5694 WOOL Ck,?40 2008 MECHANICAL PERMIT APPLICATION Date: 2 a 0Site Address: Tenant: i >/k e_ S4 'Aom ----------------- I For;Officg_Use' D ? Permit #: ?/d0 I V ? Permit Fee: I Date Received: I I StafF. u/ L-----------------I Suite #: RESIDENT / OWNER Name: Phone: Address / City / Zip: Name: 14-7 License#: CONTRACTOR ?!£r?2 1r ??? ? G 1 Address: ) Zip: T> State: ;4A,( _ City: o r 95? -?,(Z_ 73L-Co tact Person: n Phone: TYPE OF WORK -New -Replacement /11 Additional -AAllteeration Demolition w ?4 A e a ! ?I f ?? ? w_ Description of work: A l ? NOTE: Both roof mounted and ground mounted mechanical equipment is required to be screened by City Code. Please contact the Mechanical Inspector or one of the Planners for information on permitted screening methods. RESIDENTIAL COMMERCIAL PERMIT TYPE / F c - New Construction _ Interior Improvement _ urna e Air Conditioner Install Piping - Processed Gas _ Exterior HVAC Unit Air Exchanger " HVAC units must be screened Heat Pump •- Under / Above ground Tank (_, Install ! Remove) v' Other '" When installing/removing tank(s), call for inspection by Fire Marshal and Plumbing Inspector RESIDENTIAL FEES: $50.50 Minimum Add-on or alteration to an existing unit (includes $.50 State Surcharge) $90.50 Fire repair (replace burned out appliances, ductwork, etc.) (includes $.50 State Surcharge) $ TOTAL FEE COMMERCIAL FEES: $70.50 Underground tank installation/removal OR Contract-Value $ x 1% $50.50 Minimum (includes State Surcharge) $ Permit Fee - If Permit Fee is less than $1,000, surcharge is $.50. =$ State Surcharge - If Permit Fee is > $1,000, surcharge increases by $.50 for each $1,000 Permit Fee (i.e. a $1,00142,000 Permit Fee requires a $1.00 surcharge). $ TOTAL FEE •_ _LL LL ?.wn 1.A_ ihrK Canan- IFaf ana accumie; inf I hereby hat ihai I understand th is is notta permit bolut only an ationiscompieteation for a permit and work is not to :I;n 11 Vepery plan in thee cas of workwhich requires areview and approval of plans. x Applicant's Printed Name s FOR OFFICE USE it the will be in accordance with the approved r By: Date: Required Inspections: -Under Ground _ Rough In Air(Wst _Gas Service Test In-floor Heat -Final J Le Pas Design, Ltd. Phone: (952) 985-0918 Fax: (952) 985-0920 Email: lepas@)frontlernet.net Struc turaCEngineering Taking "The Steys" to a smooth sailing yroject... V r= Le Pas (pronounced: Le Pa) Fr. meaning "the step" Supina 2nd Story Garage Addition Prepared For: Mike Supina 1656 Sherwood Way Eagan, MN 55122 Prepared By: Linda Loye Brekke, P.E. Report Date: October 2, 2007 CERTIFICATION I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the I s of the State of Ml Nesot?. Linda Loye Brekke, P.E. License # 42681 Date: &A/ President, Structural Engineer Le Pas Design, Ltd. ?,:l P/ Dbq 20880 Laredo Path • Lakeville, MN 55044 Le Pas Design, Ltd. 10/2/07 Supina 2"d Story Addition Structural Calculations Page ii CALCULATION SHEETS INDEX Introductory Information Cover Page & Certification ................................................................................................ L Index ............................................................................................................................... ii. Calculation Description Calc Sht. # PDF Pa # 01 Loads Section (and Structural Analysis) Roof Loads (Snow & Dead) and Wall Material Weights .. .............Ll .......... ......................... 1 -Arch Sketches A6 & A7 .............. ............................. ............. Ll -A....... ......................... 2 -ASCE 7-05 Material Dead Loads .............................. ............. Ll-B....... ......................... 4 Floor Material Weights ................................................. .............L2.......... .........................6 Roof Loads to Walls & Headers .................................... .............L3.......... .........................7 Roof Header over Bay Window Loading ........................ .............L3.......... ......................... 7 -Arch Sketch A4 ....................................................... .............L3-A....... .........................8 Floor Load to Beam, Walls & Hdrs (South area) ............ .............L4.......... ........................11 -Arch Sketch A3 ....................................................... .............L4-A....... ........................ 12 Floor Loads (North Area) ............................................. .............L6.......... ........................ 19 Main Beam Loading (Original) ......................... ............. ........ ..... LB.......... ........................ 29 Garage Dr. Hdr. Loads ................................................. .............L9.......... ........................31 Wind Loads .................................................................. .............L10........ ........................34 Jack Stud Loading @ Garage Dr ................................... ............. Ll 1 ........ ........................39 Revised (#1) Main Beam on Grid 3 Loading ................. .............L12........ ........................42 Header Beams/Joists on Grid C .................................... .............L13........ ........................52 Column Loading at Grids C & 3 ................................... .............L14........ ........................56 Revised (#2) Main Beam on Grid 3 Loading ................. .............L1 5........ ........................59 02 Beam/Header Design Roof Header over Bay Window ............................. .....................BI .............. ..................... 1 -].BE LVL Material Data ................................... ..................... B1-A .......... .....................2 -2.OE LVL Material Data ................................... ..................... B1-B........... ..................... 4 Garage Dr Header (Original) ................................ .....................B2.............. .....................7 Main Beam (Original) ........................................... .....................B4.............. .....................9 -Arch Sketch A3 Revised Grids (#1) .................. .....................64-A .......... ....................10 Main Beam Revised (#1) ...................................... .....................BS.............. .................... 11 Main Beam Grid 3 Summary ................................ ..................... BB.............. .................... 1 7 Garage Dr Header Revised (#1) ............................ .....................B9.............. .................... 18 03 loist Design Header Joists on Grid C & Typ. Floor Jst Check .........................J 1 ................................... 1 -1-joist Material Properties .............. ....................................... J1-A............... ................. 2 Floor joist at Grids E & F and D & F.5 .......................................J2 ................................... 3 Summary of joists ....................................................................J3 ...................................6 04 Wall Design Bay Window Roof Header Jack Studs .............................. ...........WLI ......... .......................1 Garage Dr. Header Jack Studs (Using 2x6) ..................... ........... WL2......... ....................... 2 Main Beam Support @ West Wall Grid G & 3 .................. ........... WL4......... . ..................... 10 Summary of Beam Support @ Grid G & 3 ....................... ...........WLS ......... ...................... 11 Garage Dr. Hdr Revised (#1)Jack Studs (Using 2x4) ...... ........... WL6......... ...................... 15 Summary of Revised (#1) Garage Dr Jack Studs ............. ........... WL7......... ...................... 22 Le Pas Design, Ltd. Supina 2"" Story Addition 10/2/07 Structural Calculations 05 Column Desian Page IN Main Beam Column @ Grid C & 3 ..............................................C1 .................................. 1 •PSLColumn Material Properties ..................................... ...... C1-A............................... 2 •USP Column Connectors ...................................................... C1-B ...............................4 06 Footing Design Check Existing Footing West Wall @ Grid G & 3 ........................F1 ...................................1 Column Footing @ Grid C & 3 ...................................................F3...................................5 •Bigfoot Bell Footing Form Information .................................F3-A ...............................6 Le Pas Design, Ltd. 0880 Laredo Path Lakeville, NIN 55044 952-985-0918 Design Calculations For: Mike Supina Le Pas JOB,* 8207 r Project: 2n4 Story Garage Addition Sec./Ref. # Location: 1656 Sherwood Way SHT # / Eagan, MN DATE: &ZzE/a-7 PROJECT DESCRIPTION: Support System A t, A7 zs LI " A.,e A Gyro <?4_c! 5vto w !+c ?...1? - P °/ ? /_? ? S ? MJ - ?? _ , 7 (5 0l = 3 S r? s L'. `? = 35?- ?- ?ao ed. cu 1, 1'8r6$z! !jo M loosr'"`. Raaj Lyn tn;'.S - Cast. v.w.e, 350 Ibs;sT) -7 3.5?3? -1F ??C /JCOY CCCCCC ::JJ ?/+Ga f,i r-. ?/ ?? ?FS' ?. ?i ! rJ S??oi l•r Ulcl,) `? C Z. :5- ??ry llf ic.C. ?u`.5 ?J - ///Frox?r•./ jf?Lor, ?i=, .:`? 1. 2/../,`-)/ _ "'-..--` "2} <-? z, CCtSf.h ASE ?.d 4- /s1Yf l3J e ?tp- ( ?Y Va- I /r- j- / 5 -- - -- ------- ? Z. U T s Roa s ??? - CfsL ?? ?5 f Cl1 ?( l AiSc,E 7- os - J. h///-7 a" r .??,.t IN5u 1. a`3? 5 1 -? IZ.UP5-1 Ce'•?r. a 1.t.7a.!l Fioac? Per ?f _._? G>rHF = C72?(_`?? _ ?Jy ?7C //o(rigs/ ?nfulor raxl?llf x, f/ /o 'J lz??lo? /zo p1S ?r?. tnt?r,o, w lls 1 Me;,f &yt// ('Fxf? 23. 4,7 (I2) = ?7-90 Pl! - E7fer'vr Maas} u .?? PDF Page #1 VEMF 05vx .. =&- I I 1 .. ?. Ism fDWQ, Jp-a-ceeaac---xxcac---a----c ?------- _______ _-_-- - LJ ----------- ----' --- r 1 NORTH ELEVATION , ' vat -11-01 i UMPOW ROOF ML -- . NDAR smnro m SIMI %OWN LONE o ow 11 V l OO ,, ow. ROM OW INQUAWMft ? Mmom SIM49- X108'-6" INSOME 81011IQ- REPLACE Kqw W T'E'S'- REPLACE TA.B.- GARAGE OVER ON Ora ?-__ I I 2 WEST ELEVATION s SOUTH ELEVATION P? SUPINA ADDITION A 6 N yr - 110' VS• - 11-0 l ? ?&J) K Rwr TOP OF ARCH 7RU53 flRO..?. ?ttfl'-11' ° om g'- t tt FAMILY ROOM ttfl-tt W--FLAT PAR OF RECESSm PAIR SCREEN O _ 2p B O Y, M. BA r YES ML Duar cr H B DnM WR lOR k SU N WALL, TYP. ILT-IN CMN ?- T.O. SUSFLOOR C.T. TOP PLACE O ADDMON sky W/ WON jhA BNEW lir FLOOR BIN fNSUL O POLY VAPOR BARRIER O WARN SIDE (BENEATH UP 20 STUDS SUSPLOOR) O 5 WALL- ADD E"-ORAOE GARAGE 'NEW GARAGE T O T d w SECTION (LOOKING EAST) 2 SECTION ® BAY (LOOKING WEST) 1 1/4• • 1'-0' V4 ' T-0 2 APRs. 2007 SUPINA ADDITION D N N TABLE C3.1 MINIMUM DESIGN DEAD LOADS` Caaposalt Load W" component Lead Ono CEILINGS Decking. 2-in. wood (Douglas fir) 5 Acoustical Fiber Board I Decking. 3-m. wood (Douglas fir) 0 75 board (per 1/8-in. thickness) 6m M 0.55 4 Fiberboard, 12-in. Gypsum sheathing, In-in. 2 . z ical duct allowance e M 5 Insulation, roof brds (per inch thickness) Planter on ale or concrete 8 Cellular glass 0.7 Plaster no wood lath 2 Fibrous glass 1.1 Suspended steel channel system Suspended metal lath and cement Plaster 15 Fiberboard 1.5 0.8 Suspended metal lath and gypswo plaster " 10 25 Paiute foarn ? Ur 02 ssppae an Wood hitting .ROOF AND system LL COVERINGS foam with skin reU c U 0.5 OA . , Astassaos-cafflault shingles 2 2 Plywood (per 118-in. thickness) 12-Nn. id insulation Ri 0.75 WMI shingles 16 . g Skylight, road frame. 3/8-in. wire glass 8 Cement Cents die Clay tile (for mortar add 10 Pat) 2 Slone, 3/164.. 19-11L Slate 7 7 10 Book tile, 2-in. Book tile 3-in 1 20 , membranes =019 55 , . Ludowici 0 gmveltwmred 15 Roman 12 Bitummoouul%ssmooth surface 1 Spanish Composition: 19 SinglK+ , street ? 0.7 3 11h ply ready roofing I g (per inch thickness) Wood slr 3 Four-ply felt and gravel 5.5 6 Wood shingles FLOOR FILL Five-ply felt and gravel I Cinder concrete, per inch 9 Copper or tin Corrugated asbestos-cement roofing 4 Lightweight concrete, per inch 8 8 8 Deck, metal, 20 gage 2.5 3 Sand, par inch Stone concrete, per inch 12 Deck, mcui 18 gage "Weights of masomy include mortar but net plaster. For plaster, add 5 HAtt for each facet plastered. Values given represent averages. In scone cases there Is a considerable range of weight for the same i consuucl on. (continued) v T ra R In m 9 0 gr S. S ?p g 2 S m TABLE C34 aonginued NpNIMUM DESIGN DEAD LOADS' coif en0 d Load w o I.oxd 0" FLOORS AND FLOOR FINISHES Windows, glass. Game, and sash 8 Asphalt block (2-in.1 14-in. mortar 30 Cloy brick wythm Ccmml finish (I -in.) a stomcomcrete fill 32 _ 4 in. 39 Ceramic or quay the (3f44n.) on 12-in. mortar bad 16 8 in. 79 Ceramic or quarry tie 04-m.) on 1-in. mostar bed 23 12 io. 115 Concrete fill finish (per inch thickness) 12 16 in. 155 Hardwood flooring, W74n. 4 Hollow concrete masonry unit wydr a: LinoleamorasphaRtde. IM-in. I Wyllie thickness Cm inches) 4 6 8 10 12 Marble and rrwner on stomcomrete fin 33 Density of unit (105 pco Slate (per nun thickness) 15 No grout 22 24 31 37 43 Sold gat the on 1-in. mortar boas 23 48 in. oe. 29 38 47 55 Sublooting, 314-in. 3 40 in. o.c. grout 30 40 49 57 71arrauo (1-12-in.) directly en slab 19 32 in. ac. Voting 32 42 52 61 Terrazzo (I-in.)en stenaconeretc fill 32 24 in. O.C. 34 46 57 67 71:rrazzo (1-in.), 2-in. atom concrete 32 16 in. oe. 40 53 fib 79 Wood block (3-in.) on metric, no fill 10 Fug gmut 55 75 95 115 Wood block (3-in.) on 112-1m. mortar base 16 Density of unit (125 pct) FLOORS, WOOD-JOIST (NO PLASTER) No grout 26 28 36 44 50 DOUBLE WOOD FLOOR 48 in. ox. 33 44 54 62 12-im 16-in. 24-in. 40 in. ox. grout 34 45 56 65 Joint sizes sparing spacing spacing 32 in. o.c. spacing 36 47 58 68 01L) (Iblflt) (1w) (INft2) 24 in. ox. 39 51 63 75 2x6 6 5 5 16 in. me. 44 59 73 87 2X8 6 6 5 Full grout 59 81 102 123 2 x 10 7 6 6 Density of unit (135 pe0 2 x 12 8 7 6 No Smut 29 30 39 47 54 FRAME PARTITIONS 48 in, o c. 36 47 57 66 Movable tree] partitions 4 40 in. oc. grow 37 48 59 69 Wood or steel studs, 124n. gypsum board each side a 32 in. o.c. spacing 38 so 62 72 Wood studs, 2 x 4, voplaslered 4 24111. oc. 41 54 67 78 Wood studs, 2 x 4, plastered one side 12 16 in. o.c. 46 61 76 90 Wood studs, 2 x 4, plastered two sides 20 Full grout 62 83 105 127 FRAMEWALLS Sold concrete masonry unit wytbm (incl. concrete bsicckk Exterimstud wells: Wytho thickness (in mm) 4 6 8 10 12 2 x 4 0 164m. 5/8-io. gypsum, insulated. 34-in. siding 11 Density of unit (105 pcf) 32 51 69 97 105 2 x 6 44 16•in., 518-1n. um, insulated, 3/8-in. siding 12 Density of unit (125 pci) 38 60 81 102 124 Exterior stud wdb wish Mkk venecr 48 Density of unit (135 pcf) 41 64 87 110 133 -Weights of masonry include mortar but net plaster. For plaster, add 51Nftz for each face plastered. Values given represent averagex in some eases there is a considerable range of weight for the sarm coaaoucton. (continued ) v 0 T m d1 N a r -t N CIO Le Pas Design, Ltd. 20880 Laredo Path Lakeville, MN 55044 952.985-0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 2^' Story Garage Addition Sec./Ref. # L, I-S Location: 1656 Sherwood Way SHT # /- Z Eagan MN DATE: 8 z9 d7 PROJECT DESCRIPTION: Support System FLoor [!u` ?aw=?- a5 per %2a1= `i301•S L = ?40 e57- fF 5/S«< e /tff? ?Pw?? ZVAouf * 4 k, , z,&. J /d=5 n0/ et Lt 1e C(a /YC ly Wd/? Ofn Oa?S Flbbr /? Oc l 5 PGr /? JG? 7- OS ) (LI QLI /jnvc/1._,emrr /J,a pst= r-10?r 3'0 P3; ,C'3/own- /n /ns?•_/2 Jura yr -- / --.. 2.O p Tuss A.) t (as w _ 3, j-/ (1.ZF,/??> 12 1'f orTr,xss /4???SPra?i nth S/g M,., lyyp n /'e,l,H?, 2, 8 p5r (5/_ Floor Deck! . , . 16-'o P S C PDF Page #6 Le Pas Design, Ltd 20880 Laredo Path Lakeville, MN 55044 952-985-0918 For: Mike Supina Le Pas JOB # Project: 244 Story Garage Addition Sec./Ref. # `4mxd 5 Location: 1656 Sherwood Way SHT # L Z Design Calculations Eagan, MN DATE: 8 z7 o7 PROJECT DESCRIPTION: Support System Rm,7 .Go-/ T, d' /, JeG ! G1 k. forte.. / ' _ ?o?es. pcr / SCefla.. IA)fj = /G ps$ 6/) = /G'. /;?- W S = 3Sp5 ? Lr') = _I'1t -rrc.-,5 -/. wu// 4",4 , oE?cl^ rv? = as 2r ?y i furor-i /loo ,C?ta?? JJ1acq . (Lo,?Per?+) R? /? (zz ,- z i =? R? = 208 !b s 1 z R?` = le???bs??+ (rlor ?,w.b,K?d w/ skd..? Lo1..! Rao ?' ?eezo/Cr over L'G? ?? y„/ac3 < Spa. _ /Z. / ?l rl, ?orrr t?.? Goc.-?C5 fo /7:?.U C/' (?cr t?rGkGf?o y, 5 Go ? -. ?F. ss- P 1 ol? - 2ro loll ?-?' S.S PI 60s= rte,- = 2 r o pry + salt Wt En?? R?a.e-fro:.. s - RS = (,,.) (t Z/) . 2730 Ibs r?p- ??-r o?(r?) = /Z(ov 1b_< -r c??s'w?, /Yfa eKf - P/I. ill ?y t1 - ?( )z !1 7o 4,. s? - ?IoGS tz / /5,eez revise- aµa p G l•..I s, py L3 T - 8, Z. 3-E3-2- / 6 t ? \ = 71 /. 9'W 10 / L = /nn'A ?E=2.,onro ETclout.ti --". (-5e< AY-CJ1-. DiW45 A4 :AlIN4h GC`. 0.:? L3-A.t / 8207 PDF Page #7 O T V A CARLO'S BEDROOM EIOSF. SUEFLOOR. 100•-8• DEN OPEN TO E10SF. DINING RELOCATE SUBFLODR- BElDW DIIST. DOOR tow-S• ABOM ROOF - SHOWN - DASHED - - CID. -- r- LOWER W N WOOD ECHJ NEW W!!!-,/ WALL CEXW. AP ST RAGE FLOOR -I NEW WOOD / SU HALL FLOOR SHEFC 777 E70ST _ I NNYL 1 '-11• CLOSEF ?10'1 I 2• s, OPEN P 8. T. OLIVUA'S BEDROOM o W CHI EOST. SUBFLOOR- HALL IOW-B• LANDING SUBFLOOR• I (; SUBFLOOR- 117-f0• EN 2c0 to7'-B• CEILING. y CEILING. 718'-17• DDST. SUSFLOOR- MARIEL'S 101'-4' I BEDROOM I CARPEF SUBRAOR- ?? i 770'NG- 'CDLING SUBFLDOR- I -------------- ADDITION PLAN 101- • I 1ls,-111• VV - T-0• OVERFRAMING AW4E ROOF ABOVE ROOF ED SHOWN DASH S•_O• UV 1 ?'"- ' -SOFFTF? - -? ?. I a OU--_ I I f a ? "- ?PLOOR I WOOD FLOOR V J o ° FAMILY FAN J 'GAS ROOM x_.77 BUILT-IN BINET FIRE. PLAD SUBFLOOR. 117-10• ,\ ' CA a SHELVES CEILING- i . EA. SIDE ,z1-11• l_i w. j $Y . I Io c 1 n DUREf I r I Ywnp ?Q ? J h (3 j -J S OFFIT- r v-1 '8-" - c 2 APFM 2007 SUPINA ADDITION A 4 I W v.e??u7 acliu o 8 °m 6 ? ? - ytl? •1 o S '?p?•? Q p C N C W• ajpp; i „ l D •• f tl .. 1 V • i .. L .. 1 i • i • ' N 111 • t. l Z _ 1 f y .. i p a R{ if s t? ?99 . p 1 J I .. t 3 i I 1 c 0 e a DF Page #9 jru - uyui, mia JCO N 8207 Nwe C lajatl od - I - I W IM4 FRAME MAC file: Hb Ot 6207 BR) BaY y WOdo OOw Lost mDMNtl et 3:57:43 PM on Thy, Au0 30, 20D7 fgea0 0 4050 a Sheet Mpmanl Delp O T V 01 b N O L/8 L/4 L/3 - Dislance O.OD 2.40 4- FfleaCl ?.liz.'do 4050 E- 2 DOn.6 T ....... .................... . x .20 td o • 2L/0 3L14 8 .60 -SL/6 F: lb D: Wit M: Itrh E: psi 4050 lb lb-u 0 0.000 inch ? r a 1.1 I ` l o s ^cN 10 1, Le Pas Design, Ltd. 20880 Laredo Path Lakeville, MN 55044 952-985-0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 2n° Story Garage Addition Sec./Ref. # Q??{5 Location: 1656 Sherwood Way SHT # Eagan MN DATE: t? 30%7 PROJECT DESCRIPTION: Support System 1S wt a? ?- //%r Gl/L ?3) (4,s?= J3.5- / ? Tc lJp - Zlof I'f = ?, F, I (=/v J3 so ?6s cK r• Pr, ?73U HDQ. Pry sAO90 !-S J r /,/s "i / So?;->^ wlo Go-?.?. !? G-1= ti -fit SP?h - !o ? 3r cvb - is?l? 1 sr• Pg, L'L we = 4oplj A3- W?6trl?s P . 4ssl pp _ 2-1 011: w,-, don1 Pw?_ItoV j LU i Pvgc = Ito 16s (rr,fx. L.I. '? r \ t -"??o?,.-c4 o-rJ 5. 1=1oor l.e ? Dtc.? z?n I'os es ??5 F Ro , t p L ?J) I = LI"SS IS P f?e,c?c. G 1v?n.S 1 Fc r l W.J. Cm "'im a_-: . n ?. •: 4-n B_••? vti _. ????11 i o W eJ 11 1 P t .75(LHS? -- 231 ?y'?i'sr. 997- 1b51/si L.C, 0-j b D 77 16s/,ze` 3°I? ihs/fir PDFPg#11 '0 v v N ?T Y 'k h ? M ? 4 a', tti i i'A T I. I . I I I I? v z' s a,swr...a ,+ C 1 I T ._ 1 1 I WALL ? 11 . e ' ?3 ' 1• NEW 20 BFMMO WAIL AT NEW SGIR TO SUPPORT 1 s. FLOOR TRUSSES AT NEW I UtRRY ROOM ABOVE 1 1 1 1 1 1 I I I II I I i ' i l l l l l ° f GARAGE NEW YXB BEARING WALL AT NEW STAR TO SUPPORT STORAGE I I FLOOR TRUSSES AT NEW ROOM BEDROOM ABOVE I L?eT Ncd --Il obavc.. Ma b? Trwss?s GARAGE I T.OS=100•-o• 1 H[ t? REMOVE h O ew o REPLACE EXIST. WYGE DOOR aoeo2 t -- ---- - - -4 GARAGE DEMO & PLAN 1/4' - 1'-O' A N 3 2 APRIL 2007 SUPINA ADDITIO `r y z N n• n• r O LA -B, D +r L. 06 aNp ? O b gQO; WJ , O Qr R Tg a d LLC O 1 l 3. 7 GO?p YO,? Oyy$ Q? S 9 I PDF Pg#13 8 N. WJ 1 ?egpJ ?8 E ggo? 3 1 3sg s9 a? s? =LL N we J ? a a is, .w? e o Nb O TJt .,S(S+t) O e= 0 gPOF Pg#14 I rI Le Pas Design, Ltd. 20880 Laredo Path Lakeville, MN 55044 952-985-0918 Design Calculations For: Mike Supina Le Pas JOB # $207 Location: 1656 Sherwood Way SHT # L S Project: 2" Story Garage Addition Sec./Ref. # L,? t . Eagan, MN DATE: 913t to 7 PROJECT DESCRIPTION: Support System L.oa-n Yh, . [oar - Lo n.2L nn:5paw _ pp ! 4 3F ?/o SNOW to y-o J /0,2-.57, zt WL- lra Ibs ?J Scam. ', / Wan B.? Reo ?f.o., fie = 25o Ibs? /Rw? = 53?} tbs j D+? ? ???. Piz !?s-A `}o? ?•?a1ys, ?) 73 hLG 5-, klz? P2 ! IJuIt tsw? = I try pl' /0.zs z Cowc ^J lv L"')`. tr 5 (? Rao•c/I^ JS? Lan, ?lc..a . C ?_. `^ 1 D = 1355-0 16 Fs z7?alb-- J Far l oa Gmw b«?,? h: R?? .i hr: to U l? + L 4 (a C?2-D D 4- S p + ,75(ct5) -J 'l 1 b'- 279 t?- to Wa\\ Zo?(.S {65 a L o lbs 719 I16 s t7I U ?b Scc yar¢5..1 Yo^ 0.KA.1?.JS/S/ Po,?t L PDF Pg # 15 w . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 250 shm Mm.t Deft V T C inM L 18 -0.080 . - - - .3. • Distance 0.00 2. 04 03 02 203 /4 6L/8 It 46 180 7.35 0.80 12.25 1. x . . . . . : . . . x x s . . : . . . . . . . 10-II . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .1./. . . . •330 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ..:...:.•0.024 F: m D: IN M: n L. w D pal lb -314 . i e s: s s s x x s .?J e: v x: BT r Jd11820T Mw asWau • ua:aW nwmn • mpam. w.,. C2 Cow I . 100 b.N FRAME MeAC Ma: R LoaOf 02 8 8 CeMOM waRO; lsH ma01140 at Y.00:39 AM W F0. Aug 31. 20D> FpJ EM 10.28 604 EI?2A0 WC41Y m n W Y N q4i _o :17 N a [ y? E b g g g?W m IRS gy$$ m ?y H om °m f .. O_ D n L?5-B? Iz"> + L 0 ? S $ m 0 4 N rPDF Pg#17 a FAAME MAO Mb. M Lo W 5 m E A F; L5M m fioo4 M 2:28:49 PM w Fn. Aug 31. 200) F EMm p IkA L F 2?g EL 00 = 4 0 . T ? ODIR FN tt Ff?1DD1 OOIR b 0 0 0 20 2 1650 273 120 12 Lew - - F. N D: m M: Ibll E: pa 50 lb . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . •128 - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I58 20RMM 1b-It . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .... I/ . . . . . . . . . . . . •240 )an 0 T 1O w 11sw" 0.00 08 2.45 L / 0.00% cu r -0.014 I1 ? F-n ro !SS Le Pas Design, Ltd. 20880 Laredo Path Lakeville, MN 55044 952-985-0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 2n° Story Garage Addition Sec./Ref. # Lr?J Location: 1656 Sherwood Way SHT # L (a Eagan, MN DATE: 8131 D7 PROJECT DESCRIPTION: Support System Nb r ? ? / fGt - G iie / !^e C j r >_ -C.) 1 i - Fn/ F 1 ?\ ?Pa.w ^ It - 9 1 (JY? p-v? p G.11 Lam{- x, tzd p!$ °0 ),I) u h.? 4. 1-. o <,. v? Se, r l L 5 e c.l - '9 p P )Ai D F:5- p P I S ? I r ? I +r l._Z? P= -_ b n 210 , ? wL, _ ?}o ply) 1??_.}?,Pl? wL=11o PWL llb ib5 lir pd U ?° =IS PI$ ? A PrI Z l c? ? li s PS = 5 S1G`? 5?? e?e>re{ N. FIowr ?ou? D1wq ? C',ow?bo •. R?«h?Ks CD 1J + t- C? ? } s a o tit y ----- - 5?4pYLI. II11'? ?-1N r. -. ?; V UKf Y. Lo eel ?a SI`w?. Tfl L.?ni)L-, v o Rod`} L -A; W,a = ly pig wL- = qo plc ?WL= 110 1Fs I wp=)5pId- i, vn??. ltiy cr ec?? N? F1 d'.Y Lone, ID%d-6 ?5?? d.l.alys?, pad L(D-g? -71 16e/t?\? Pcr I ) ?j ? i" i? To >3°6-w? la CJo-11/f?cjr 1 S?+-fl??. SA 164+ ?oJ ?P`??t far 0.vw\ys. ZG4 l bs/r} `q Ibe1 r - _ -F) PDF Pg # 19 l.o? ('ow?bo ?i p+L IL GSW B ? O A OC• ? Wm O O e LL - C • - L ? u 8 8 - u1 M ?JA3 u$Tj$555 M ?y$y}JZ u SO gJS$ .. ?qq LL / - s! :PDF Pg#20 ? s c° ...,, _. cmap? IN FRAME MAC W.: FL 1m04 04 N 21enOaN: lBM Il44Mo 6 at 208:2! PM an faL Aug 91. 2007 11 ??22 F 0 NMIA /F ?'77?? KIL(-O-la DDi OL0.751 DDIRRIO AFNO61 ro.750a 40 1 40 18 920 155 TT -?-`? F: lb D: wt tm0 M: Ib41 E: pal 1..? . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . - 264 lb z z: : z : - e z z: e z e z: z e s -x 777 777 M=m OM. O T lb-11 0 0.000 lops N ~^ .. 1 f ....................._ .? .. ..... .. .......... ... ... . ... .... .. ............._........_............._ _ .. .. . •D.1 8 L/4 L/9 L92 •2.19 9U4 BL/8 It ¦ l Dw,,,N 6.00 2.26 4.70 7.08 6.40 11.78 + V A N 0 r LG-3. D -?- L ng yLL 6 [ O £ ti uyy@@S Byyg ?g5 s ? m ?+ ag93 W I a I M^ a s W I? Y D I I PDF Pg # 22 n O 9 " -C, AlL 'p90N; iiO$tilb g 0m ANA m? O ON I m b ? II^- 11.1 F 0 (61 r FA T_? x bq ci O h 0 4 _ I B •• pLb? ? m .^8b } r; J t d R q PDF Pg#23 j Le Pas Design, Ltd. For: Mike Supina Le Pas joa # 8207 20880 Laredo Path Lakeville, MN 55044 Project: 2"d Story Garage Addition Sec./Ref. # 1 ?..ue..v`•.S 952-985-0918 Location: 1656 Sherwood Way SHT # 1-7 Design Calculations Eagan, MN DATE: 4Vf1Jo7 PROJECT DESCRIPTION: Support System 1 1 i ?cr'?? ?Y. •P_rA ?'1 ?i E f_ F ? n = // -q - Z-1 5r w.. -fo S, (GJ %rf e?@.1 L P ,= 7--130 5=r- LS) ! Fp= 1350 3 PIS - 7- '- W -b !ool - wv,L wo c Lo rya- - ,o :W r ? L'4 ? Fp = 13 !so '?.. Jr-S rr?? L & or.ec? / ?i .E l- I Locwl ,?14? P5 = 2.7 3 O I I r 70 /3w. ; /Jtt? ;?o?} J 5? ? >?t5 g71'os D t. 75?? ts) 5 3 z7 16 s /}?Y'?/ Jrra rY3 t ,5fa/ ?fn>a/ A Z - ' Gf.JL = ?U y?J ? "C ram„ - ?s Pl ?- ? YVL p (lnor L?u/ -_ ?n=CIO /S Q h t .75(L t5>- 7? 7-a 4c. IDs !`_ ?i-?l-s?316s7 ?iosl 1bs L7-A, ) FS = G s S` co ,,. lspl ?- l F V, L -i. 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For: Mike Supina Le Pas jOB # 8207 20880 Laredo Path Project: 2"° Story Garage Addition Sec./Ref. # Lakeville, MN 55044 952-985-0918 Location: 1656 Sherwood Way SHT # y ?/ %?D7 Design Calculations Eagan, MN DATE: ,+ p 1 PROJECT DESCRIPTION: Support System - ?..?a e. ?oor ?lP_o-r?.Lr N S 5?-c. Ia4G L'4-l} i'nr ppn' D-E. ?-? - D=L !W? . ?(o° Pl$ CCWT - 235 f ?? w5 = ASS Pis Fr-. ?eV L Ca - ?or L. -' F 571 Lo r,=249 p1? W_= ,zzpI? No ?'er.,-fi Ln?.s 1d 41?a?Qe.r r (('' } /? ? c? a 6 1 L7 YCr ?S( J ?Aflc? E E F_ D+L= z0 / ?65 i?+ 5?[} jf?OiPS Pp = 17z9 I'p F:. = 27.30 4-s c1 ?.I+t - CL58l..we- 3n y".15 j,4 Wb- lsPt?- R7,0 s =l.St W? <}u?S `l . f a c? l F.A W?= g a s W?= 2.zs? 4-55 z- 4db PS - 273° 1-4 I FL, = 3.7.0 Wpm25.0 Al S' - 1?eie- PL = 3: o t Ins - -- 7 3 6 t I - bs ?-.-- = ?p 1.•. wr? c?. l +u k . i ca v l y ? ., c, ? 2.zS ? r? / . 5 - r•F. 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I t 100 Wtl FRAME MAC file: H01 O2 Da(eea Door, Lest ma0i8e0 at 0;24:0.1 AM on WeO, Sap S. 2007 Ffla lkl6 1S2 FR4 0 8228 8228 a ILDOILTL('0.7601DS1L('0.750 FD1 FL2('0.75%FS1('0.760a DDIA OL0.75OR OSO.75OR DOI L DL I L('0.750J MI FL2('0.750d FSI('0.7501 DDIR DLO.]50R COIL DLI L('0.750a DS 1 L('0.750a D01H MIR OLO.7509 DSO.7WH 0 0 0 0 0 0 p 0 0 00 0 0 p 0 0 0 0 0 16 410 235 45 1]30 370 2730 410 235 455 250 326 1730 370 2730 250 326 410 235 455 15 410 235 455 F: ID InaO D: INR M: ID-11 E: p . 8228 Show lb .'"?.-? -8228 . . . . . . . . . . . . . . . . . . . . . . . . . 27535 Mwnanl awn v 0 T w N Nstan[a 0.00 Ib-It 0 0.000 ie0b r ...................... ............... ].B>5 ..? ie e, a ci is 11 '_ .rvu ?oeue dWo .n GoiCE wiN . 100 InM FRAME MAC 111C: H9t 02 Garelp Door, LBSI mOGIgO a14:42:40 PM an Wed. Sep 6, 2007 Fqs 0 992?26?99 DDiLD01LbL1L('0.]50a OSi L(-0.)60d FD1FL2('0.]50 FS1('0.]50)DDiHDL0750q OS Etem 1 2 L_16.?0 FD0 FU('0.]50a FS1('0.P5010DIH DLO.7WR DD10l DL1 L('0.]50J Fgoa01 9269 20 410 235 d551]30 3]0 2]30 410 290 456 250 326 1]30 3]0 2]30 256 325 416 235 465 20 410 236 455 F: b 0: Im11 l9atl M: Ar- E: Ib-!I ps . - 9288 Shear Moment Sf 0 O T V w w In 9269 2]]05 lb-11 0 0.000 men r Distance Le Pas Design, Ltd. For: Mike Supina Le Pas JOB # 8207 ?/?r- -220880 Laredo Path Project: 2"" Story Garage Addition Sec./Ref. # s l Lakeville, MN 55044 952.985-0918 Location: 1656 Sherwood Way SHT# C Ib Design Calculations Eagan MN DATE: o PROJECT DESCRIPTION: Support System W i w ( l?Ow? To ?Na?! S ( $+ ?/5 L ?d / S -?+ ror r s(?? 7^OS ( V%L / a o Z-7 ?C So .J`: ,.., tir? ?i? ? ?c[ •-irc ? /r ff - ?c /? or Lo:a/ °r ?r ?r?r.?c???y/ V = GTO p A -- / C I 7. ( ?jG GB7-GS !NQ/l ,?-CC / awe-. `G Yr / / O Vj U r`4q t- kJOn/` ^ L,[/' 0 r L ?e.e? j //', (.[ 7 ?/'.?O• CJrdfli 7`p e?e?e-.Y ! fi?l? /-./i: Ufee r'!S _ !(v .,.?33 'Z?, La? / = &-7 or ?c=(7')?S,Co7'/=?°I??= -sf4?l •sF-?c,,<..c? l\8// 1 9.G7') l a ? ? ?rHae.xS<orti ? a' _. e/O ?/-a--?t /cr,=. 6!Jn c??r.1r? 4 61 <? ?• ¢ Z5, 67) c . S > > Z ?l??af 5 ?e o ?arDr. ?a.s f 5 r ?? r°. o a_y u c? c- ;D /' r` IS.C /7S /HGa:?ft Y'GI ?? ??, a3 O?i ?N?LC?arr? Fr A - So ! S" 13- O per /rw¢rI/ ? -fG.•S?a51 au'LJarcr /T c.?cce.t- ?ms.? ?? prof 56 D -/G .5 lee, / I Cog ? -/G.o PDF Pg # 34 6.4. 1.1 or 6.4.1.2. If a building qualifies only under 6.4.1.2 for design of its components and cladding, then its MWFRS shall be designed by Method 2 or Method 3. 6.4.1.1 Main Wind-Force Resisting Systems. For the design of MWFRSs the building must meet all of the following conditions: L The building is a simple diaphragm building as defined in Section 6.2. 2. The building is a low-rise building as defined in Section 6.2. 3. The building is enclosed as defined in Section 6.2 and con- forms to the wind-home debris provisions of Section 6.5.9.3. 4. The building is a regular-shaped building or structure as defined in Section 6.2. 5. The building is not classified as a flexible building as defined in Section 6.2. 6. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability due to galloping or flutter, and does not have a site location for which channeling effects or buffeting in the wake of upwind obstructions warrant special consideration. 7. The building has an approximately symmetrical cross- section in each direction with either a flat roof or a gable or hip roof with 9 < 45°. 8. The building is exempted from torsional load cases as in- dicated in Note 5 of Fig. 6-10, or the torsional load cases defined in Note 5 do not control the design of any of the MWFRSs of the building. 6.4.1.2 Components and Cladding. For the design of compo- nents and cladding the building must meet all the following conditions: L The mean roof height h must be less than or equal to 60 ft (h < 60 ft). 2. The building is enclosed as defined in Section 6.2 and con- forms to the wind-borne debris provisions of Section 6.5.9.3. 3. The building is a regular-shaped building or structure as defined in Section 6.2. 4. The building does not have response characteristics making it subject to across wind loading, vortex shedding, instability due to galloping or flutter, and does not have a site location for which channeling effects or buffeting in the wake of upwind obstructions warrant special consideration. 5. The building has either a flat roof, a gable roof with 0 < 45°, or a hip roof with 0 < 27°. 6.4.2 Design Procedure. 1. The basic wind speed V shall be determined in accordance with Section 6.5.4. The wind shall be assumed to come from any horizontal direction. 2. An importance factor I shall be determined in accordance with Section 6.5.5. 3. An exposure category shall be determined in accordance with Section 6.5.6. 4. A height and exposure adjustment coefficient, 3„ shall be determined from Fig. 6-2. 6.4.2.1 Main Wind-Force Resisting System. Simplified design wind pressures, p„ for the MWFRSs of low-rise simple dia. phragm buildings represent the net pressures (sum of internal and external) to be applied to the horizontal and vertical projections of building surfaces as shown in Fig. 6-2. For the horizontal pres- sures (zones A, B, C. D), p, is the combination of the windward and leeward net pressures. p, shall be determined by the following equation: P, = 1K:,Ips30 (6-1) where x = adjustment factor for building height and exposure from Fig. 6-2 K;, = topographic factor as defined in Section 6.5.7 evaluated at mean roof height, h I = importance factor as defined in Section 6.2 PS30 = simplified design wind pressure for Exposure B, at h = 30 ft, and for I = 1.0, from Fig. 6-2 6.4.2.1.1 Minimum Pressures. The load effects of the design wind pressures from Section 6.4.2.1 shall not be less than the minimum load case from Section 6.1.4.1 assuming the pressures, p„ for zones A, B, C, and D all equal to +10 psf, while assuming zones E, F. G, and H all equal to 0 psf. 6.4.2.2 Components and Cladding. Net design wind pressures, pner, for the components and cladding of buildings designed using Method 1 represent the net pressures (sum of internal and external) to be applied normal to each building surface as shown in Fig. 6-3. pne, shall be determined by the following equation: pne, _ XK_,IPnet3e (6-2) where a = adjustment factor for building height and exposure from Fig. 6-3 K., = topographic factor as defined in Section 6.5.7 evaluated at mean roof height, h I = importance factor as defined in Section 6.2 pn,.,rh = net design wind pressure for exposure B, at It = 30 ft, and for 1 = 1.0, from Fig. 6-3 6.4.2.2.1 Minimum Pressures. The positive design wind pressures, pne„ from Section 6.4.2.2 shall not be less than +10 psf, and the negative design wind pressures, pne„ from Section 6.4.2.2 shall not be less than - l0 psf. 6.4,3 Air Permeable Cladding. Design wind loads determined from Fig. 6.3 shall be used for all air permeable cladding unless approved test data or the recognized literature demonstrate lower loads for the type of air permeable cladding being considered 6.5 METHOD 2-ANALYTICAL PROCEDURE 65.1 Scope. A building or other structure whose design wind loads are determined in accordance with this section shall meet all of the following conditions: 1. The building or other structure is a regular-shaped building or structure as defined in Section 6.2. 2. The building or other structure does not have response char- acteristics making it subject to across wind loading, vortex shedding, instability due to galloping or flutter, or does not have a site location for which channeling effects or buf- feting in the wake of upwind obstructions warrant special consideration. 6.5.2 [.imitations. The provisions of Section 6.5 take into con- sideration the load magnification effect caused by gusts in reso- nance with along-wind vibrations of flexible buildings or other structures. Buildings or other structures not meeting the require- ments of Section 6.5.1, or having unusual shapes or response 24 PDF P%Jai 7-05 Llo-Az Main Wind Force Resisting System - Method 7 h:5 60 ft. Figure 6-2 (cont'd) Design Wind Pressures Walls & Roofs Enclosed Buildings Adjustment Factor for Building Height and Exposure, height ft B C D Mean roof Exposure 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.001 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.64 60 1.22 1.62 1.87 40 PDF P?§& 7-05 L-1 0 - A3 h5608. Walls & Roofs a Roof Interior Zones Rook • Zma lMob - Zom 4 Hip Roof (70< 8 5 270) End Zones ¦ Corner Zones Rook. late ZMdas • Zone S Raub • Zero 3 Notes: 1. Pressures shown arc applied normal to the surface, for exposure B, at b =30 it (9.Im), I - 1.0, and YC - 1.0. Adjut to other conditions using Equation 6.2. 2. Plus and minus signs signify pressures acting toward and away from the surfaces, respectively. 3: For hip toofe with 0 5 2r. Zone 3 shalt be treated as Zone 2. 4. For effective wind areas between those given, value may be interpolated, otherwise use the value associated with the lower effective wind area. 5. Notation: a: 10 parent of hest horizontal dimension or 0.4h, whichever is smaller, but not less than either 4% of least horizontal dimension or 3 ft (0.9 m} h: Mean roof height, in feet (meters), except that eave height shall be used for roof angles <10*. &• Angle of plane of roof from horizonta4 in degrees. Mlnim ton Design Loads for Buildings and Other Structures PDF Pg # 37 41 Gable Roof (70< 0:9 450) Gable Roof (0:9 70) Lien st? 4 42 PDF PPA%& 7-05 Le Pas Design, Ltd 20880 Laredo Path Lakeville, MN 55044 952-985-0918 Design Calculations For: Mike Supina Le Pas JO6 # 8207 Project: 2" Story Garage Addition Sec./Ref. # oa?5 Location: 1656 Sherwood Way SHT # Eagan, MN DATE: 9-1640 7 PROJECT DESCRIPTION: Support System F.0, /a ), Z9- 171,b ReQCfivr *- 9Z7O/4- wt?lb PIT, / ,/ 1 t ?z J ,L ot?sF ?orn /,7r J-L.fcV 30 75- W + 04 D a !? f?gr = 4 F3z 1 s D t Az) W W =I16 prg F1=9z701 Cpc 432.oIC ILo p [$- ,'gt?, -93RD r1-, lv PDF Pg # 39 r a 3 C 8 g a s s 5 G I a 0 s Lo _A` web. d) D+.7S(W+Ui S> o? 0 0= o o 0 0 PDE Pg # 40 a 0 S F 61,i d ff a 11; 89 if S g? 3 o n o Yn O ?Y I 0 O LN-AZ c? 6CS D+W o? e o d ? 0 POF Pg # 41 9 Le Pas Design, Ltd. 20880 Laredo Path Lakeville, MN 55044 952-985-0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 2"d Story Garage Addition Sec./Ref. # zn?-lS Location: 1656 Sherwood Way SHT # L !Z Eagan, MN DATE: ZZ/z.47 PROJECT DESCRIPTION: Support System e" is Pe 145 SUF. ?6 ?o/ Orr itt?,/ CIrP '(_2J v --_. f?Prl O W - ?- }- z G o) E ??? r' a.?7 z.5 ? .. ? °f / hlyo pls t_= 13 1,-, ?? 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Mir Cekolale8 MU I -3402 Inv MACC Me: FRAME Bm 03 020]; I I M"Fs" al 7:55:W AM W Mm. Sep 17. 200] Stem 1 2 FRO.1 DI - ? L=23 x] 3298 D 3420 E= 29224 0021 FD10D/R DD2R DD/ 0010001000 LDD W LL 3D1 FDI W1a D0 WILLD 0 2 8 ] 2 0 ]] 33 88 0 2 5 8 ] 132 6 88 ]] 03 1320 BB ]] 67 5 --- --- --- --«T I T T ITT ??TT Ib D! IWII M: lb-It E: psi 3428 sneer lb -3248 . . . . . . . . . . . . . . . . . . . . . . . . . . . 16661 b-9 Moment 0 0.000 Ixb Dail. 7) 0 T 41, A N 0b18nco ? N y Q ? r r ? o N ' O 1 Q J ii' 300 a 8207 - ~ ? - - Uanage n.-. - caaa., ..... Calculat" "It 1 = 100 Inv FRAME MAC 108: &n 02 8207; l mWi0e0 at 453:18 PM on Thu. Sep 13. 2007 E FReeral Lz 23!{2 8117 D 000D300 DD ODIDLDL10 FUat DLt00.100 OD10 DQ2fl0 DD10LDDd^0 ` DH.ML 58 77 205 15 176 1320 176 235 86 77 67 52 Maul Sheet FDI WIR DD2R DDIL DD2 1320 62 52 88 77 FROacI 8120 DL2R Will DD12 DTD2t 205 5 235 88 72 F: It, D: IbIR M: Ih-I1 E: ps . 8117 It) . :' 44]]3 Moment 0 lb-ft 0.000 Dell. Inch L O T ........... ....... ............. . .. . N .... 151] 1 - L/8 U4 L/3 L 2 20/3 30/4 SL/B Distance 0.00 4.53 9.27 13.90 18.54 It 23.1] m r .qp 0p[V/ CalU*d Wieaualn rr- tl ...... 1 100W m I n al 9:6319 f11AME MAC Id0: BM 02 a201; Lut Lest m oWMa a ,8 PM on 7h0. Sep 13, 2007 F8 Fllea lam 1 2 L=23 0 0 p - 4808 ... . 60 6080 T T O2 0.10 0 DLIL DIHDIL DL J 78 170 236 5 205 236 20 1 TT ?T F le : D: Wit M I?It LOW : E: ps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4898 Shea, Moment Dell O T V Dime 10 ?J -5060 29328 0 10.11 0000 Intl -0.973 V\ r r {? N 1 1 '1 C Q F_ S _ _.. - .. ..._IM--O - --.-....... Gkul M 1 - 200 ff r FRRME MAC tup: Bm 02 B20T, Last m¢rne¢ w 3U1:10 PM on Fp. Sep la, 2007 FROG Ffl¢ac t 1¢m 1 2 23 1] 0 p 8238 . = 8230 ?? - - ELW1LDLIL FDI DLIRDLIL MIR DD2R MlL DD& DDILOD2 MI O IR Well DDIL DD DL2RWIRDLIR Mlll OOtli 0 0 0 0 0 0 0 0 a a 0 0 0 0 0 0 0 88 )) 205 25 1)6 1320 1)6 235 88 2) 6) 52 a o 0 p 0 1320 8) 52 8B ] ) 205 25 235 88 )) CTTTT - 111--V .. C T T ? tT F: Ih D: Wit leap M: Ito It E: psi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6233 Shear Moment Den v O A Dimon. to L fig. r 482]8 45444 16-It 0 0.000 Inch n ....: ...... ....... ........ I 7 .......... . M ? j ........... Selo I TL/3 3L!14 18.56 1.90 W z JOb Y 8207 . MW SWM - uarap w ml - caya?, ins. CatuMted w11n I . 200 bM1 FRAME MAC Me: B. 02 8201; Last madfied at 3,11:10 PM on F1i. Sap 14, 2007 1, 2 V 0 - FReapl 3155 FRe 7 . 3. 2 3336 E j D '? I MI MIR E)WI DDIL DD p 00 MIR DOIA e 5 W1o Dp obplo FDOf DOIOD DDI0 0 62 88 77 1320 6l 77 8 2 88 77 26 1320 88 77 67 52 - . . t -- ? . ? ... T ... . ITT ITT T ??TT F: to 0: 10111 M: Ibdt Loa0 . . . . . E' ?. 3336 Sheol Moment Call. v 0 T QCI 4a w Disbud e Ib . . . . . . . . . . . . . . . . . .31s5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16124 0 lb-If tA 0.000 nG0 l \ l 1 1 O n -0.283 p ?N - 3.17 ?[ F ,? FRAME MAC Me: Om 03 8801: Wt Iro011N M 83M AY m Man, 640 11, mop >o,Lw; 88 7 V7- Ip6 F: 0 0: r M: Ib1, e: p1 . . . . . . . . . . - - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3614 sh"r We ftl 086. O v 0 a . . . . . : : . . . : . . . . . . : . . . . . . . . . . : : : Ib-11 b 0.000 8188 Z U r " r 1 • - •0.006 n I.00 803 . 3 . 14 10.8461/8 83.17 11 1r. pQG Y M Llz.- n S. 51c?e. ?-bu-r?S P. o ? n ° o o d k i i 1I E 5 FgFg ?N f i PDF Pg # 51 Z e g$ iiGSu o w Le Pas Design, Ltd. For: Mike Supina Le Pas JOB # 8207 20880 Laredo Path Project: 2n° Story Garage Addition Sec./Ref. # Lakeville, MN 55044 952-985-0918 Location: 1656 Sherwood Way SHT # L /3 Design Calculations Eagan, MN DATE: 1¢ ay PROJECT DESCRIPTION: Support System FGm? Spa -- 3 =!/ - 2sr t 1 .-io") - /0 c,3 1 - 67 spo-,- CJp = is _ `13 p I,- -- ?5,I- w1, tv ?; fpnh -,-r 0,.-. 3 - &j 1/1-9 co a-r c! /(a G'. ?, SPa Grf.C 6y /, ` / : ?J .J N-IxG- .4 = /r C'c.sA r/'? ?F .?. / 1 = /oo /h ? ? yp ? ? ? I ?L GGfVt? 1 I?[ G+ N S J ??Y'L"` `/Lt /M1 1. (yv / ? Cl_i SfA N.+-f µ. [?/ IG ' O. G. S PG.. [. I/1 C{? F3 lone ?'ao-/or ( 5rv L /_ - G For !?o^,e_ b tL - V'st g, M ; Iz? z iA It V = 4 361b, A -19 01st C/ -? I`1+- lnsz ?? /oS J = 4G71b, o - , /? l Vi..oC,z: l M-= 439 T+-1LS R- 7[00 PDF Pg # 52 I 0 a n Z 0 m a i9 s a s lp.F I a a e ?-13-R PDF Pg # 53 as9fl 4azm 3 A, bnt W# _ PeI . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ . 420 Sbmr MOmmt Dm v O T V A lb : : . . . . . . z : : : . : . . . . : : 1 . . . . z : . . : : : : r : : z : z z z : : : : : a z z?`11 30 1282 I0J1 0 0.000 Inob C z U (a ' c O n FRAME MAC file: FL Loeb 04 N SNnENrx LWA MDO W M 4:1892 PM m Po, Aug 01. 2001 g? FRm 1461 F l. R Imt Dnn PW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 302 Sbso M"Rl Dail O lb e : - - : : - 1062 Ib-li . . . . . . . . . . •430 . '0.002 inch Dlst l OAO P 17 t- 0.160 _ 2f/3 364 13.16 • . . • u ?. I9 O g __ FpAMEFNN fft: FL Loa& 05 N CAMIDWONC Last ImLNIW al 3:40:10 FN = Fd. Aug 31, 2007 ?y? S pem 2? L?1ti15 L••2.0.0- Le Pas Design, Ltd. For: Mike Supina Le Pas JOB # 8207 20880 Laredo Path Lakeville, MN 55044 Project: 2n° Story Garage Addition Sec./Ref. 952-985-0918 Location: 1656 Sherwood Way SHT# Design Calculations Eagan, MN DATE: ?/ z5? 07 PROJECT DESCRIPTION: Support System p/ l C_(//5 G ?J??+w? ?O«11e// K C( tp G/!(y }?Gr?. ?c s/?t/pub / /-7 GGG//Ou 'S b-, L64?' t?LG.r?I ?Oh fir. rtiO YTI, Z (s?? Lr3j? ? or i? =?J'- S?FJ rI_w V f,. r , L ? _ fir. to Zu PIZ r ?? ro M '.,,Z t o `2 l "S L = /11 6) 0) = 3cao lh ' I Uhl c, i?cli ¢; K.¢iC iJ T' 1y1?=IS'p'h Ffl . ?} 9 S"l 6 , . U:,,? L,.,e L? -- wA = X10 z}= s ? Pry 'lo w I izo ? J 2114 At nZ 7?r Q, ol, s:5 P t rZ? ?-'e _rs PVZ f5m r f; R ,0 Le' L{' I DIAq, ar/ o5y c Tr_ }? D 4eD 9 (o ; R? = 479 PDF Pg # 56 sEst uoitii W ?m 9 I . n Iip n f ? S I?F i .a t? _ V.P. §-7F- I I W a 19 0 W b4-h, TJ- N O o° PDF Pg # 57 yp?? Leo! d aen'L d r r A I am gpgp V?yU pJ? 33??$ n $3 I G e e 0 -Az LW PDF Pg # 58 a o d?aj Ii03 W w m Le Pas Design, Ltd. For: Mike Supina Le Pas JOB # 8207 20880 Laredo Path Lakeville, MN 55044 952-985-0918 Design Calculations Project: 2"" Story Garage Addition Sec./Ref. #? Location: 1656 Sherwood Way SHT # Z1.5- Eagan, MN DATE: a o PROJECT DESCRIPTION: Support System PL = (//3) (40) f 1? 1 = ?i ?tU Iq?s ?P = ?l ''? ( 15, IZO) \\ J FL/ sr --? calf J 5x/,:, J b,,,,, /a 6.?Y and / 33 3. 7 G C to fl e F 52< ?) ,5'uPp6rIL fo Pro vide- Yt>o 14 70 a y C - `?" 1-14) Pn . COZO 16 r? _ 10°10165 CU - Pn = Ito Ibs p? _. at- 8 0 1 In S 1Zr T S' ry,1'= 1320 1bs ?, h wfroxs ) hem= 2?} 1 ! ??= Goo =17m za5 -- -77 A- o 77 TeF Ip? °?.LU wn=S.a WD=Co7 WO?E$ tj C, =L01, = K0 off 20.5 ?szls wfi }L>3zpls?.°o3 61 23.17' I. ?Qe? ?qj Lfs-A,-A . M0. gam- Lo 1 ?«? -*o:4 7o-W Lo?1J Rea?tow - RD+? _ iz, 4 4(0 $s rbs D 0 ?aJ - RD -5'Z94 1, t b-d - R^ - 7, / 6' ? /hs s s NO;-4e : -54'1r'!'a u-•rtiet/ Maur fps w+e o .$0.17`' yta- r?,v?1r`, ?s f'" ,a /?,a/.h ,?d e?..-. ?,.,u ?? S•?ii ?f /,?° r J/`! 740/ ?are?.q gcao? `2 E?1_cl1?r ?sY2 e2/?Gl^ - ?"?? ?/? P..?' G. ? 5 ?'? c..+ I'o° tyr ? ?" C-.rJr/X Gc?/ i c1l?r S Top 0 5 O rl 5 U N 03 ,6 e- !y/u?le-- AD Alr daf o?c ?nr? G'_ PDF P9 # 59 LL ,1 r? 6o=i 8 Ke'? j N• g N G 3 F yyfr y6 ry ?98QQ IE 5 !g §a ;a ?g .1s, uO?w c N W J G I o? WO as _W L ?s- b + L. N? N e 'O O ? PDF Pg#60 CelgOgeO t,Mi 1 . u?. FlUMB?YpM1y®F>?¢ Bpm 0? 820T . KVL: LW ,ooE19W tl 11:Yt:tB AN W TUC, 56p Y6. 8W1 ?y p?pp W.&1 0 L-29?21 F B p?p52" 891 pmfF,-2.18 OOIR FM 10 8it0 ?08 7 ?1B 1618 BBD 787 ?87 82 81 BBD ]] 182 sDD 2DD8% 79 ?CTT TTTr.Tl??... T"T'T ?"?"C T' -«TT F: M D: IMO LOW N: IbO 6: psi . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9928 Shen Yel t OeIL v v u: as m I ? 1 )IStence 10 , . , : . , : : . . . . . . . . . . . . . . : . : . . . / - - - .18810-01 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.026 - 6icO • •06 L• 013 L Y 2 9 9L/1 6 /6 It .... a an o.60 11.00 10.20 21.00 {° L a .5-- A3 Live- Las c= ea`? ubaiJ ? N;?aan;? SW M " H ? ?v r? n °'? aeF:L ? r I a d J a c PDF Pg # 62 0 o_ 4 v Lee P Pa Design, Ltd. s For: Mike Supina Le PasJOB# 8207 -- -- 20880 Laredo Path [? Lakeville, MN 55044 project: 2"" Story Garage Addition Sec./Ref. # Q/15 ? 952-985.4918 Location: 1656 Sherwood Way SHT # AIZ- - / Design Calculations Eagan, MN DATE: 610 7 DESCRIPTION: Support System PROJECT 1 r p jo-.Lk- 5J t wc(5 Ua / N ?/t?/ n.cl o..J /pony' (Ydr- Fro - py1 L 3 - B, - A, 40z5c, /65 Z4 iA? r 3 r a.g - s s o ,? ?, Na r? LIC?e tit - (3) (l.-7 s) _ 5-, 2-5- 11s,ar = 1. L MiN. t . D : rya ?k frxJ - C r o wi C/r ??i e9w c.? A 7 -T-S? !19'-// „ //o/r' ,E'an? > //8 3/4 rr -F 6, ?u6FL o -/G 9 f") AIL ?ac.k, J`tc4.?! S avc /o c.«7!c<? 2./ cr/Z /t?r5/c/c (..rJ!'Yler • • KCGft•'c._., cs r.?-?p?7 ?7r? /5 /?hv vrf+?C.L? /h ??u-o i yr« _ C' - - 6ra5 7r ? fc1 = 33.S?os, s, ?14 / r-, z a 4 4VL R?f'Lr? ?41? ?' L!'j rxy SPF C La 6 L/G 33 u Lb,n . lZ/c 2 . z ?a rr 2- 3 F. sLe Pas Design, Ltd. ii 20880 Laredo Path / Lakeville, MN 55044 952-985-0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 2"d Story Garage Addition Sec./Ref. # W a,11- Location: 1656 Sherwood Way SHT # W L-- Z Eagan, MN DATE: 9 G 0 7 PROJECT DESCRIPTION: Support System Alas-G4 Sfuc?S - ?QYa. cS C- Or, ?7clr P4?/ 11? r? g? sf_ rbs 'drop -" 'O`f'S r L?6hg 93 S ? - 22 /h P^o?cr/ Or L 5PF - F = 975 p51 FG = 115-opS( 16- l F6 = /98? Nr yf?nc? Iz41 p<_ti e,3 psi / 3 r WL L. -A, -A, '20 t. PSI T? c ?z3 (,?) PSI C.a un.? v+? e S w,__ _ zz 7 F= X71 PJ7 for ?N n C'.?',.a.c- - rl ?L = ?J? Q? 2/?S$i(d.5) :+) ` G !?alPs, OK 'f'or SI, s"J -rorD c,.1 > 371, ir ??/L ?C ?ter D pr.?.y s PDF P9#2 H Job # 8207 Mike Su01ns - Garage Addition 9/6/07 Allowable Bending Stress Calculations Load Combinations Load fAlration Factors Allowable Suess Calculation 00 ##_WLZ A_ Pane # 1 of 2 01 D only re. 0.90 FW = 1174 psi #2 D+L Ca - 1.00 Fa' = 1304 psi #3 D+S Co 0 1.15 Fb' = 1499 psi #4 D+w Co - 1.60 Flo' - 2083 psi _ _._ Section Properties Valets In boxes need to he entered a vedired Number and Nominal Size of Member 3 2x6 Actual Thickness b o 4.SO in Actual width or Depth d = 5.50 in Actual uNuaced length m = 7.Q0 it Tabulated Values For. Member Grade and Species #2 SPF Tabulated Bending Stress Fb = 875 psi Modulus of Elasticity for weak axis bending: Ex = 1.40E+06 Psi Corresponding A*istment Factors FbCF=I 1138 1s 1150 4Cp = 1.0 Moisture conditions for bending stress Cu - 1.00 For Fb Moisture conditions for Modulus of Elasticity Cu = 1.00 For E Temperature Ct = 1.00 Size Factor For Bending (Fb) CF - 1.30 Repetitive Member Cr - 1.15 Incising Factor G = 1.00 Calculated Properties Area A = 24.75 Int Section Modulus %= 22.69 in' Moment of Inertia 6. 62.390 Nominal d/b Ratio d/b - ............ .... 1.2 Check Sect. 4.4 of 97 KIDS pg 29 Ratio 1,/d 1„ /d = i 15.27 Check for 4 Cost Actual d/b Ratio d/b = 1.222 Effective Length Calculations Enter 4 eoeff decd See pg 17 of 97 NDS Coef = 0.90 1, - Coef * i, 1, = 75.6 In See Table 4=Coef*I?+3d 1,= 92.1 in 3.3.3 Enter applicable effective length value from above: 4 = 92.1 In Slenderness Ratio Calculations Equation (3.3-5) = FbW (See pg 16 of 97 NDS) Euier Budding Coefflcland: for beams Enter Coef. of variation from list below: - Visually Graded Sawn Lumber COVE - 0.25 - Mactdne Evaluated Lumber (MEL) COVE = 0.15 - Machine Stress Rated Lumber (MSR) COVE - 0.11 - Glued Laminated Timber COVE-0.10 Euler Budding Cost KbE = 0.745 - 1 .225(COVE) Check Res =; --_--- 5 005 so COVE= 0.25 See Appencrx F.2 (Pg 181 of 97 NDS) KbE- 0.439 PDF Pg # 3 Job # 8207 Mike SuDina - Garage Addition 9/6/07 Case #1- D only Wad Duration Factor. Co - 0.90 Adjusted Values Fe" = FOD) (CM) (Q) (CF) (CO (G) Ey. = Ey (Ca) (C) (CI) Fee - (Km " Ey')/Ra2 Calculation of Beam Stability Factor CE Equation (3.3-6) (See pg 16 of 97 NDS) Coefficient 1 C, - FbE / Fb* Coefficient 2 C2 - (1+C,)/1.9 Coefficient 3 C3 - sgrt(C22 - C7/0.95) Atuueorsurt Factor CL CL = C2 - C3 Allowable Banding Suess Pb = (Fb•) (CL) Fb* = 1177.3 psi Ey' - 1.40E+06 psi FbE - 24555.4 psi C1 = 20.8572 C2 = 11.5038 C. = .. 10.5063 Check .............. 1.0015 1.00 F'b 1174.4ipsi Cane #2- D+L Load Duration Factor. Co - 1.00 Adpcted Values Fe• = Fb(CD) (Cu) (C3) (CF) (C.) (CI) IV = Ey (Cn) (C,) (G) NE _ (KbE' Ey')/Ra2 Calculation of Beem Stability Factor CE Equation (3.3-6) (See pg 16 of 97 NOS) Coefficient 1 C, - FbE / Fb* Coefficient 2 C2 = (1+C,)/1.9 Coefficient 3 C3 - sgrt(C22 - C,/0.95) Adjusurient Factor CL CL - C2 - C3 Allowable Banding Stress Pb = (Fb') (CL) Fb* - 1308.1 psi Ey' - 1.40E+06 psi FbE - 24555.4 psi C, = 18.7715 C2 - 10.4060 C3 - 9.4088 Check -._ .............. ....... ._. G' =L._ .............._1.OOa5 1.00 Pb 1304.Slpsl Case #3- D+L+S Wad Duration Factor. Co - 1.15 Adjusted Values Fe' - Fb(CD) (CM) (CJ (CF) (Cr) (G) Ey' = Ey (Cu) (CJ (G) FbE _ Me " E,')/R2 Calculation of Beam Stability Factor CL Equation (3.3-6) (See pg 16 of 97 NDS) Coefficient 1 C, = FbE / Fb Coefficient 2 C2 = (1+C1)/1.9 Coefficient 3 C3 - sgrt(C22 - C,/0.95) Adjustment Factor CL CL - C2 - C3 Allowable Bending Stress F'b - (Fe) (CL) Fp = 1504.3 psi Ey' - 1.40E+06 psi FbE = 24555.4 psi C, = 16.3230 C2= 9.1174 C3 = 8.1206 Check _ ......._.....1.00151.00 Pb-i 14995 psl Case #4- D+kyW Load Duration Factor Co- 1.60 Adjusted Values Fe = Fb(CD) (Ca) (CJ (CF) (CJ (G) Ey' - Ey (CM) (CJ (G) FbE _ (KbE" Ey')/Rat Calculation of Beam Stability Factor CL Equation (3.3-6) (See pg 16 of 97 NDS) Coefficient 1 C1 - FbE / Fb* coefficient 2 C2 - (1+C,)/1.9 Coefficient 3 C3 - sgrt(C22 - C,/0.95) AdjLmtrmnt Factor CL CL - C2 - C3 Allowable Sending Stress F'b - (Fe) (CL) Fb* = 2093.0 psi 1.40E+06 psi FbE = 24555.4 psi C,= 11.7322 C2= 6.7011 C3 - 5.7058 Check CL = 1.00 5 1.00 Fe =i. 2083.?psi Calculation Da # WL2-A Page # 2 of 2 PDF Pg # 4 t1 Job # 8207 9/6/07 Calculation oa #: WI2-B . Mike Suoina Garaae Addition Facie # 1 of 3 Load Combinations Load Duration Factors! Allowable Stress in ps 1 #10 only Co - 0.90 1 Fcl' = 771 Fu' - 54211 #2 D+L Co - 1.00 i Fel' - 835 Fes' - 6021 #3 D+L+S Co. 1.15 i Fct' - 921 Fc2' - 691 ; #4 D+W Co ° 1.60 . .._............ Sectlon PropwUes Values to beotes need to be entered verMed Number and Nominal Size of Member 3 - 2x6 Actual Face Width of Members di - 5.50 in Built-up Depth Ply thiclmess: 1.5 dz - 4.5 in Actual unbraced length of Solid Face Width Wt ° 7.00 ft Actual unbraced length of Built-up Fete luz ° 1.50 ft End-fixity Conditions for Solid Face Width Ken - 1.00 See Apdx G End-fixity Conditions for Built-up Few Kez ° 1.00 See Apdx G Tabulated Values For. Member Grade and Species 02 S" Tabulated Compression Stress Parallel to Grain Fe ° 1150 psi Modulus of Elasticity: E = 1.40E+06 psi Enter Material Cod. c e = 0.8 c=O.B for Sawn lumber Enter Wk-up Member Fastening Coef. Kr Kr ° 0.6 ra0.9 Glue-lam timber Kt - 0.6 for Nailed (as per NDS 15.3.3) or 0.75 for Bolted (as per NDS 15.3.4) Corr ldhlg Adjustment Factors ,......--- F.CF°I 1265 5 750 i C4=1.0 Moisture conditions for Fc CM - 0.80 Fc Moisture conditions for E CM = 0.90 E Temperature Ct = 1.00 Size Factor For Compression (F.) Cr = 1.10 Incising Factor For Mod Of Elasticity (E) G = 1.00 See Table 29.11 Incising Factor For Compression (F,) C, = 7.00 Euler BuddMg Coefficient for Columns Enter Coef. of Variation from list below: 0.25 COVE- - Venally Graded Sawn Lumber COVE = 0.25 - Machine Evaluated Lumber (MEL) COVE-0-15 Sef Appedtx F.2 - Machine Stress Rated Lumber (MSR) COVE= 0.11 (Pg 161 of 97 NDS) - Glued Laminated Timber COVE - 0.10 Euler Buckling Coal. Ka - 0.510 - O.839(COVE) K,e - .-. 0.3001Cakxdated value Effective Length Calculations Effective Length 1. - K. • I. I., = 84 in Effective Length I. - Ke' 4 4z ' 18 In Slenderness Ratio 290E-.-i Slenderness Ratio for solid face: 15.27: 5 SO Or doing 1.1/d1=1 Slenderness Ratio for bulk-up face: ----- 4z/dz ........ 4.001 co stltrction S 75 2x4 Wood Tess Member - Budding Stiffness Facto Is member a 2x4 truss compresion chord? Enter Y or N Enter Moisture Content Coef. from below: K. = 2300 - 19% M.C. when sheathed KM - 2300 - unseasoned or partly seasoned KM - 1200 Camp. Chard Coef. KT - 1-1.645(COVE) Minimum 4 for Comp. Chord Coef. s 96 Calculate Factor. CT = 1+(KM4/KTE) Facto being used: Adjusted Value E': E' ° E (CM) (CJ (G) (CT) Adjusted Vehie Fete F.,E- (Ka' E7/(41/d,)' Adjusted Value FaL F.N _ (Ka a E')/(4z/dz)' See 4.4.3 Wood Tnoess (Pa 30 of 97 NDS) KT ° 0.59 1.- 18 In CT= 1.05 CT= 1.00 E ° 1.26E+06 psi F.ta= 1621.9 psi FM = 23644.7 psi PDF Pg # 5 Job # 8207 Mike Suoina Garage Addition 9/6/07 CoWatkms of Allowable CDmhrpocin Stress Case #1-- D" Load Duration Factor. Ce ° 0.90 AdJusted Value Fe*: F.* = Fc (Ce)(C%)(Ct)(CF)(G) F.* = 910.8 psi Cekmbtien of Column Stability Factor Cr, Equation (15.3-1) (See pg 149 of 97 NOS) Coefficient 1 C, - F.,E / Fc* C, ° 1.7807 Coefficient 2 C2 - (1+C,)/2c C2 ° 1.7380 Coefficient 3 C3 = sgrt(C22 - C,/c) C3 = 0.8914 Calculate CPl CPI = 02' C3 -- CPI °----6.0:5 1.00 AdJlathnent Factor Crt being Usedt Allowable Compression Stress F'm ° (Fe*) (Crt) Fe, °[ !psi CaloWatlon of Cohmm Stabl1hy Factor CP2 -_, ... ....._._.........z Equation (1 S.3-1) (See pg 149 of 97 NDS) Coefficient 1 Ct - FaE / Fc* C, = 25.9604 Coefficient 2 C2 ° (1+C,)/2c C2 = 16.8502 Coefficient 3 C3 - sgrt(Cz2 - C,/c) C3 = 15.8581 Calculate CP2 CP2 = y+ IC2 - Cal Crz 0.6015 1.00 f _ ........................ Aclusmmnt Factor Cr2 being Used: CPZ ° 1 0.60° Check ARoYVable Compressi2s, Strew F'12 = (FM (Cr2) Fat °i 542.2apsi _,,,_„.„_ QP-92- D + L Load Duration Factor. Ca = 1.00 AdJtaxed Value Fc*: Fc* - F. (Co)(Ca)(C,XrMCi) F.* ° 1012.0 psi Calculation of Column Stability Factor CPt Equation (15.3-1) (See pg 149 of 97 NDS) Coefficient 1 C, - F.,e / Fe* C, = 1.6027 Coefficient 2 C2 - (i+C,)/2c C2 ° 1.6267 Coefficient 3 C3 ° sgrt(C22 - C, /c) C3 - 0.8017 Calculate CP, CPI = C2 - C3 ----- C9, ---------- 0.82151.00 AcUustmertt Factor Cm being Used: Cr, 0.82 Check Allotaable Compression Shwas F'z, _ (F,*) (Cr,) r _ ..... Pm °i._... ................ _ . 834.9 psi _ CitbAtlon of Column Stability Factor CPz Equation (15.3.1) (See pg 149 of 97 NOS) Coefficient 1 C, - F,2E / Fc* C, - 23.3643 Coefndent 2 C2 - (1+C,)/2c Cz ° 15.2277 Coefficient 3 C3 - sgrt(Cz2' C,/c) C3 = 14.2365 Calculate CP2 CP2 - Rol IC2 - C3) CK =: _. ... 0.59;51.00 ._..... A,1Juehnent Factor Cr2 bring used: , . Crz = . ........... 0.59 jCheck -- ABawahte Conwresslon Stress F'.2 - (F.*) (CP2) F'c2 =S 601.91psi Calculation Do # WL2-B Page# 2of3 PDF Pg # 6 Job # 8207 9/6/07 Calculation oo #: WL2-8 . Mike Supina Garage Addition Pape # 3 of 3 Calculations of Allowable Compression Stress conti mted Case #3- D + L + 5 Load Duration Factor. Cc ° 1.15 Adjusted Value Fc*: Fc* ° Fc (C@(Cm)(Ct)(CF)(C) Fc* - 1163.8 psi Calculation of Column Stability Fedor (q, Equation (15.3-1) (See pg 149 of 97 NDS) Coefficient 1 C, - Fc,E / Fc* C, = 1.3936 Coefficient 2 CZ - 0+C,)/2c CZ = 1.4960 Coefficient 3 C3 = sgrt(CZZ - C, /c) C3 - 0.7043 Calculate G, CP, - C2 - C3 i Co, _0.78:5 1.00 Adjustment Factor Cp, bed Used; Gi °I,---- ---- 0.i9]Check Allowable Compression Stress Pc, _ (F.*) (Cvi) Pei 921.4,pai .......- V Calculation of Col" Stability Factor CV2 Equation (15.3-1) (See pg 149 of 97 NDS) Coefficient 1 C, = FeZ¢ / Fc* C, = 20.3168 Coefficient 2 Cz = (1+C,)/2c CZ - 13.3230 Coefficient 3 C3 = sgrt(Czz - C,/c) Cs ° 12.3331 Calculate CP2 Cvz - Kr [Cz - C31 Crz 0.595 1.00 A mbnmit Factor C" being Use* 0.59aChedc C *2 »» Alb mWe Compression Strew ru ° (Fe*) (CPZ) Pa °( 691.2 psi Case #4- D + Lr Load Duration Factor 4-1.60 Adjusted Value Fc*: Fc* = Fc (CD)(CN)(CJ(CF)(Cj) Fc* - 1619.2 psi Calculation of Column Stability Factor Cm Equation (15.3-1) (See pg 149 of 97 NDS) Coefficient 1 C, = Fc,E / Fc* Cl = 1.0017 Coefficient 2 C2 = (1+C,)/2c Cz ° 1.2510 Coefficient 3 C3 - sgrt(Czz - C,/c) C3 ...... . 0.5595 Calculate CP, G, ° C2 - C3 C+, °. O 6g 51.00 Atgasormint Factor Cm being lam: __ Cp3 .-__ 0.691Chack Albaeble Compression Straw Pc, = (Fc*) (Cp,) 11c, ?1119.8fqi Calculation of Column Stability Factor Cpz Equation (15.3-1) (See pg 149 of 97 NDS) Coefficient 1 C, - FcZE / Fc* C, = 14.6027 Coefficient 2 Cz - (1+q)/2c CZ ° 9.7517 Coefficient 3 C3 ° sgrt(C2Z - C, /c) C3 = -- - 8.7660 Calculate CPZ CPZ = Kr [Cz - C31 CRZ. °1 0.59; 5 1.00 Adjlus rc Factor CPz being Used: Csz °; 0.59!Chedt -? ADowabla Compression Stress Pa = (Fc*) (CPz) Fez ° 957.7ipsl PDF Pg # 7 Job # 8207 9/6/07 Calc. no. WL2-C Mike Supine Garage Addition Combined Sendkv and Compression Stress Ref. Sect 15.4 (pg. 151 of 97 NDS) & Enter Data in boxed cells: Enter Value Actual Carted Values from Loads Compression Stress f? = C/A f4 = 379.0 psi Strong Axis Bending fbl = M/S„ fbl = 335.0 psi Weak Axis Bending fb2 = M/Sy fb2 = 0.0 psi Member PropertNs/Geometry Wide Face Dimension d, = inches Narrow Face Dimension d2 A inches Eccentricity from Centerline Parallel to d, e, inches Eccentricity from Centerline Parallel to d2 e2 inches Allowable Calculated Values - Compresslon Use Values from "Fc Allowable Comp Stress xis" Spreadsheet Allowable Compression Design Value = P. 958.0 psi Euler Stress (using t1 & d,) Fes, _ (KBE, * E')/(t„/d,)2 Fes, = 1621.9 psi Euler Stress (using t2 & d2) FCE2 = (Ka2 * E')/(42/d2)2 F,EZ = 23644.7 psi Allowable Calculated Values - Bedding Use Values from "Fb Allowable Bending Stress.xls" Spreadsheet Euler Buckling Stress FbE = (Kul * E, )/RaZ Fb, = 24555.4 psi Allowable Bending Stress (Narrow Face Loaded) F'b1 = 2083.0 psi Allowable Bending Stress (Wide Face Loaded) F'b2 = 2083.0 psi Calculation of Coefficients See Equation (15.4-1) Initial Coefficient Co = (fc/F.')2 CO = 0.157 Coefficient 1 Calculations - Coefficient 11 C„ - f. /F,t1 C11 = 0.2337 Coefficient 12 C,Z - f,*6*el/d, C12 = 103.4 Coefficient 13 C13 = (1+ 0.234*C,1) C13 - 1.0547 Coefficient 14 C14 = 0- C11) C14 - 0.7663 Coefficient 1 C1 = (fb,+C,2*C73) / (F'bl*C14) C, = 0.278 Coefficient 2 Calculations - Coefficient 21 C21 - f. /F.E2 C21 = 0.0160 Coefficient 22 C22 = f.*6*e2/d2 C22 - 252.667 Coefficient 23 C23 = (1+ 0.234*C21) C23 = 1.0038 Coefficient 24 C24 = 0 - C21) C24 = 0.9840 Coefficient 25 Cgs = ((fbl+C12) /FbE]2 Cgs = 0.0003 CZ = (fb2+C22*(C23+0.234*C25)) Coefficient 2 EF'b2*(C2a-Czs)] C2 - 0.124 Unity Equation Unity - Co+C,+C2 Unity = 0.56 5 1.0 O.K. POF Pg # 8 Le PaPPaas? Design, Ltd. 20880 Laredo Path Lakeville, MN 55044 952.985-0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 2nd Story Garage Addition Sec./Ref. #cc Location: 1656 Sherwood Way SHT # WL: 3 Eagan, MN DATE: ?U o7 PROJECT DESCRIPTION: Support System e1 C Pr, #J WL, z-A E E? ?'L o 37q PS/ JL = 335- ps i ?6Z = D F G = Q50° ps1 mil, . ss ?, . , mss" ? w55u?e? M n ?i= 4.s ?Z,- 0 5 o??-scts FEE, = /L-, ?l,q / e2 = z37 F6E - 2?S5S. } ps Flb = Zo 33 pt, (bot`• t E' z '01'"? p^? l?lL2-? nr (.vo_?' siS ?ok?- '5-6 G /.o /L70.^ 44-e ?ej e- lDr. /l_t ?Ilr L D? Zt? I PDF Pg # 9 Le Pas Design, Ltd. - 20880 Laredo Path Lakeville, MN 55044 952-985.0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 20" Story Garage Addition Sec./Ref. # kla//s Location: 1656 Sherwood Way SHT # flL -4 Eagan, MN DATE: 9 117 /G 7 PROJECT DESCRIPTION: Support System rf- owe Eol? L)2 -A` - Fro » lz?? L/2 - A 3 - F-CC ! /py 6n - B)'- Br'i RD,? _ :3Zo lrs5 ?? = 3z 4-8 ?hs?? R?= SoBalbs lab `- 9'' u f faN Pq/ W 3 - d5T ?6vA x, !09'- 3 _A? ren lcl z? ?. - - e'?3Z8 Ib =9,21r'? qd-Ib ?- - 1.4 h . j.S/ L 3' Z' S# ?.5p c ? -7 you-e!>?Y rSu.PParf . Glss? w_? (z? Pll?s o_ i IG LVL LaE? ?Gy= S.So Ps, (rr dal ?1-A,J a aT, - S 3 2-9 <sU 2v4 af"I ? u I b - 15,141 = U,33°G 7' ?oK Ib? far ?' / 3.S ogw^ ?? x l07'-3 ct 33Sp5) r 6 ?= 2 3d c 4911 -7,1 " 5st_.as r?1,n. s s Use cd s d< 3 7" (4) PIyWL r r ?rni=.. ?_ nbl - I ax 4???T Pri.? 2 ply LVL _ 8_ so `6 J /o" i PDF Pg # 10 LeP-a-s -Design, Ltd 20880 Laredo Path Lakeville, , NIN 55044 952-985-0918 For: Mike Supina Le Pas JOB # 8207 Design Calculations Project: 20' Story Garage Addition Sec./Ref. # kJg(js Location: 1656 Sherwood Way SHT # y/L- S Eagan, MN DATE: /Wo PROJECT DESCRIPTION: Support System ///Q/H ?C4.wt. c?c???C oi`/ ?i /N Gst ?a?? cijc?<.?L 5+ti?.S Clss?ti?y 5PF S?LL?,s ?NLy? ?r?,whay?w?y? F? If o r F'?' F- 1,4 E` b-?9, q e P _ ). Sir cow p.\ 7.25 5? p s k1 L 5- A l_ A3c r liF E F? cal ?' ?.liowc ?1e IF - 5S7 F-l up- '0 o° 3Zg IZb 26,g ?Sl Z- 5S7 1-5j ok For- , r+?orf of / /Q/N ?jey GjjGStWa/I 64' J 0 4, 3 Ll.s e- - 2 ply /G L VL ptGU _.r Over / er Z 6' .A p?L Lv? - Na n- /,SE z?.Sa ?? ?tud5 - 2 5 P F Sx< PDF Pg#11 Job # 8207 9/20/07 Calculation ng #: WLS-A . tike Suoina Garage Addition page # 1 of 3 Load Combinations Load Duration Factors ; #1 D only Co - 0.90 F 1' - #2 D+L Cc - 1.00 Fc1' #3 D+L+S Co - 1.15 Fct' _ #4 D+W Cc - 1.60 FcI' _ Section Properties Values In boxes need to be end Number and Nominal Size of Member C Actual Face Width of Members dl = Built-up Depth Ply thickness: 1.5 d2 - Actual unbraced length of Solid Face Width lu, _ Actual unbraced length of Built-up Face lug = End-fixity Conditions for Solid Face Width Ke, _ End-fixity Conditions for Built-up Face Kee = Tabulated Values For. Member Grade and Species C Tabulated Compression Stress parallel to Grain F. _ Modulus of Elasticity: E _ Enter Material Coef. c c = Enter Buildup Member Fastening Coef. Kr Kr = Kr = 0.6 for Nailed (as per NDS 15.3.3) or 0.75 for Bolted (as Corresponding Adjustment Factors F,CF= Moisture conditions for Fc Cu = Moisture conditions for E Cp = Temperature C1= Size Factor For Compression (F.) CF - Incising Factor For Mod. Of Elasticity (E) C; _ Incising Factor For Compression (F.) G = Euler Buckling Coefficient for Columns 574 Fa _ 587 a = 602 F,2 _ 627 F.,'- 4.5 in 1.25 ft 1.50 it 1.00 See Apdx G 1.00 See Apdx G 0.81c.0.8 far Sawn lumber 0.61c-0.9 Glue-Lam timber 15.3.4) 1323s 750 i C„=1.o 1.00 Fc 1.00 E 1.00 1.15 1.00 See Table 2.3.11 Enter Coal. of Variation from fist below. COVE- 0.25 - Visually Graded Sawn Lumber COVE - 0.25 - Machne Evaluated Lumber (MEL) COVE=0.15 See AppendtK F2 - Machine Stress Rated Lumber (MSR) COVE - 0.11 (PO 161 of 97 NOS) - Glued Laminated Timber COVE - 0.10 -.1.1 ...................... Euler Budding Coef. Kg - 0.510 - 0.839(COVE) : i K,e = 0.300Cakadated value Effective Length Calculations Effective Length 1, - Ke • 1, 1.1 = 87 in Effective Length 1, = K, • I, lee = 18 in Slenderness Ratio Check Slenderness Ratio for solid face: la1ldh =• --.-24.86, S 50 Or during Slenderness Ratio for built-up face: 1,2/d2 construction 5 75 2x4 Wood Truss Member - Buckling Stiffness Factor Is rlsmber a 2x4 truss compresion chord? N Enter Y or N Enter Moisture Content Coal. from below: KM = ? 2300 - 19% M.C. when sheathed xe, - 2300 see 4.4.3 Wood Trusses - Unseasoned or party seasoned KM - 1200 (F9 30 of 97 Nos) Comp. Chord Coef. Kr = 1-1.645(COVE) KT - 0.59 Minimum 4 for Comp. Chord Coef. s 96 le - 18 in Calculate Factor. CL = 1+(Kal,/KTE) CT - 1.05 Factor being used. CT = 1.00 Adjusted Value E': E' = E (CM) (C1) (Ci) (CT) E' - 1.40E+06 psi Adjusted Value Fc1E Fc1E _ (K.E * E')/(le1/d,)2 Fc1a= 680.3 psi Adjusted Value FczE: Fc2E _ (K,E • E')/(1,2/d2)2 F,2a - 26271.9 psi PDF Pg # 12 Job # 8207 9/20/07 Calculation on #: WL5-A . We Suoina Garabe Addition Pie # 2 of 3 Calcula am of Allowa ble Comoresslon Stress Case #1- D only Load Duration Factor: Co- 0.90 Adjtmted Value Fcr. F." - F. (CD)(CFI)(CJ(CF)(CI) Fc' - 1190.3 psi CaWdatlan of Cola m Stability Factor Cn Equation (15.3.1) (See pg 149 of 97 NDS) Coefficient 1 CI - FcIE / F& C1 - 0.5716 Coefficient 2 C2 = (1+CI)/2c C2 ° 0.9822 Coefficient 3 C3 - sgrt(Cz2 - CI/c) C3 = 0.5003 Calculate GI CPI ° C2 - C3 CPl °: __..___ 0.4815 1.00 A44mbi mlt FactorCn being Used: Cpt °i 0.483 Check Allow a Compression Stress Pcl = (Fc*) (Gl) .. Pm _........ 573.61psi Calculation of Columm Stablty Factor CP2 Equation (15.3-1) (See pg 149 of 97 NDS) Coefficient 1 Ci - Fc2E / F& C1 - 22.0726 Coefficient 2 C2 - (1+C1)/2c C2 a 14.4204 Coefficient 3 C3 ° sgrt(C22 - Cl/c) C3 = 13.4297 Cakadate CP2 CP2 - Kf (C2 - C3) CP2 =- -'--'- 59: S 1.00 . ° 0 _ _ _ 9 Adjuetiusit Factor CP2 being Used: Cn 1Chaek 0.5 Aflorrable Conies" Stress F'c2 - (F.`) (CP2) Pct °j. ____.707.S psi Case #2- D + L Load Duration Factor. Cc - 1 .00 AcUtisted Value Fci: Fc' = Fc (Co)(CM)(C.I)(CF)(CJ Fc' - 1322.5 psi Calculation of Column Stability Factor Cm Equation 0 5.3-1) (See pg 149 of 97 NDS) Coefficient 1 Cl - FE / Fe' CI ° 0.5144 Coefficient 2 Cz - (1+C1)/2c C2 = 0.9465 Coefficient 3 C3 ° sgrt(Cz2 - Cl/c) C3 - 0.5029 Calculate Cm CPl ° Cz - C3 0.441:91-00 ACusbrim Factor Q., being Used: Cn -1 - 0.44! Check A lomble CompEerelon SUM F'.1 - (Fc") (Cfl) . _.._._.. _...1 Per °_ _ 586.73pci Calculation of Caturm Stability Factor CP2 Equation (15.3-1) (See pg 149 of 97 NDS) Coefficient 1 CI - Fcm / Fe" Cl = 19.8653 Coefficient 2 C2 - (1+C1)/2c Cz - 13.0408 Coefficient 3 C3 ° sgrt(C22 - CI /c) C3 = 12.0512 Calculate Cn Cn ° Kt (C2' C3) .. CPL °. ... 059;51.00 Aentinent Factor Cps being Used: CP2 °i _ 0.591Check - ASotimble Cempresslon Stress F'a _ (F °) (CP2) Pc2 = ..-785.3 psi L. c PDF Pg # 13 Job # 8207 9/20/07 Calculation oat WLS-A Mike Swing Garage Addition Paoe # 3 of 3 Caleulatlons of Allowa Cese #3- D + L + S ble Commassian Stress aorlt Load Duration Factor inued Co. 1. 15 A*Med Value F,*: F<` = F. (CO(C„)(C,)MM) F<` - 1520.9 psi Calculation of Coluzm Stability Factor Cv, Equation (15.3-1) (See pg 149 of 97 NDS) Coefficient 1 C1 - F<1E / Fc' Cl ° 0.4473 Coeffclent 2 C2 -(1+C,)/2c Cz- 0.9046 Coefficient 3 C3 = sgrt(Czz - C,/c) Cz = 0.5090 Calculate Cp, CPI - C2 - C3 Ch °; -°---- 0.40::51.00 A4uatrnent Factor Cin being Used: CPI 0.40 Che& ABawbh Campe991on Stress F<r = (F<`) (CP,) F<3 °s 601.6psi Calcrdatlar of Coiuzm Stability Factor Cpl Equation (15.3-1) (See pg 149 of 97 NDS) Coefficient 1 C, - F U / Fe Cr = 17.2742 Coefficient 2 Cz = 0+C,)/2c Cz = 11.4214 Coefficient 3 C3 - sgrt(Czz - C,/c) C3 = 10.4334 Calculate CP2 CPz = Kf [Cz - CO -- CP2 ----------- 0391 S 1.00 At ustment Factor Cyz being Used: CPZ 0.5SjCheck Allowable Campressian Sites P<z = (F<) (Cf2) P<2 °i 901.61psi C D + Lr Load Duration Factor: Co ° 1.60 AdJUSWd Value Fc*: F.* = F. (CD)(C,,)(Cj(CF)(G) F<` = 2116.0 psi Calculation of Column StabfOty Factor CM Equation (15.3-1) (See pg 149 of 97 NDS) Coefficient 1 CI - FOIE / FP Cr = 0.3215 Coefficient 2 Cz - 0+Cr)/2c C2 ° 0.8259 Coefficient 3 C3 ° sgrt(C2z - C,/c) C3 - ----- 0.5294 ------ Calculate CPt CP, - Cz - C3 C in 30t 51.00 0. _ AdJtotrrrent Factor CP, being Used- CP+ 0.30#Check AlowableCompression Stress F.,-(Fe`)(CPr) Pm °i 627.41Psl .. Calculation of Colam Stal ty Factor C02 Equation (15.3-1) (See pg 149 of 97 NDS) Coefficient / C, - Felt / Fc• Cr = 12.4158 Coefficient 2 C2 ° (1+C,)/2c Cz ° 8.3849 Coefficient 3 C3 = sgrt(CZ2 - CIA) C3 = 7.4018 Calculate CP2 Cr2 - Kt [C2 - C3) CP2 0.59;:5 1.00 AtlltOVaerd Furor Cie being Used: CPt -i 0.591Che& Aflombe Comps 1 man Stress F',2 - (F<`) (Cm) Pa 1248.1 ?psi PDF Pg # t4 Le Pas Design, Ltd. 20880 Laredo Path l Lakeville, MN 55044 952.985-0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 24' Story Garage Addition Sec./Ref. # wlx& Location: 1656 Sherwood Way SHT # 41Z - (r Eagan, MN DATE: 7-,1/e7 pp PROJECT DESCRIPTION: Support System /?/1 ?lC /?GUis/xq? ?r?re?u ?- D? ??r ?ac.? s!`ccrf S f? ZX y' 6?4e /" / C N/ h Yt ?C C/ C'fH ?O1 /L? ?! 4/ G- GlJ?/Lt 4 Z S?r - v? fGt = Cl ?S 05/ O6 = 93?z 22.O7S rK? ? ? ZS 1 Ca,3n 7 St:.,. s 7- 2- -S P F f4 ?7s FG =!! so E = 1,?? v L x , \ /JLI?!J-54 a.?.cwJ l ?-?LrJf°.: '- ?J? =1, S?I TOf f/4M???...4> ?? -. It I sJ ?or Goa.n,,p W' (7) - Z X 4 «.t 5tar_ ? b= (7)(1.5) =1o,S WL t? - A i Ate- F'L . ,+14 P5 ? Sn = Z1.44- N' {'wu Py LI1 - M= sus ?f 1?az . ZI.44 Ii?eC V-- 6o w 'F , L:, -b, t, ,/ (7 ) - Z x rl 'S t 'j-- r _t - 5 1 A e- ?« ?.? Far Co.. p, u??s Q - ?G.761k?ro? JILL -/4/ Y5 o.7s Aar DtG. - ?7, = go 7113 - zzo t>>, L S91rr,'I ?o/-- G.7s F?/- Dt •7Si i G><s - -7c = 9z. 7O/3 z s 3 p s, L- 6oz psi ?c>? ?•?s (,st? ? uc?/h ?cl? lead .- +?, c Z53 P31 b1 = 4726 Psi c1i = 3.S" ?z = ta,s &-,_ ,zs,, ez= ! ?esr /f h te. =K dH. K Y ?? PL-7 PDF Pg # 15 Job # 8207 9/24/07 Calculation o0 #_WL6-A Mike Supina - Garage Addition Page # 1 of 2 Allowable_Bendinft Stress Calculations Load Combinations Load Duration Factors Allowable Stress #1 D only Co - 0.90 Fti = 1358 psi #2 D+L Cc - 1.00 Fy = 1 509 psi #3 D+S co - 1.15 Fb' = 1735 psi #4 D+W Co= 1.60 Fy = .. ... ... ........ . ........ 2414 psi .............................: .... Section Properties . . . . .. Values in boxes need to be entered or .. verified Number and Nominal Size of Member 7 2x6 Actual Thickness b= 70.50 in Actual Width or Depth d = 3.50 in Actual unbraced length lu = 7.00 ft Tabulated Values For. Member Grade and Species #2 SPF Tabulated Bending Stress Fb = 875 psi Modulus of Elasticity for weak axis bending: Ey = 7.40E+06 psi Corresponding Adjustment Factors FbCF =€ 1313' s 1150 4Cy = 1.0 Moisture conditions for bending stress CM = 1.00 For Fb Moisture conditions for Modulus of Elasticity Cu = 1.00 For E Temperature Ct = 1.00 Size Factor For Bending (Fb) CF = 1.50 Repetitive Member Cr= 1.15 Incising Factor Ci = 1.00 Calculated Properties Area A = 36.75 int Section Modulus S, = 21.44 in3 Moment of Inertia I, = .. . .. . 37.52 in4 ... . Nominal d/b Ratio . . .. .... d/b ={ ......... ..... ..... ...... ...... 0.4 Check Sect. 4.4 of 97 NDS pg 29 Ratio I„/d lu/d = ................. 24.00'Check for I, Coef. ............... Actual d/b Ratio d/b = 0.333 Effective Length Calculations Enter I, coefficient See pg 17 of 97 NDS Coef = 0.90 I, = Coef' I, I, = 75.6 in See Table 1,=Coef'I„+3d 1,= 86.1 in 3.3.3 Enter applicable effective length value from above: I, = 86.1 in Slenderness Ratio Calculations Equation (3.3-5) Re = I, d (See pg 16 of 97 NDS) b2 Euler Buckling Coefficient for beams Enter Coef. of Variation from list below: - Visually Graded Sawn Lumber COVE = 0.25 - Machine Evaluated Lumber (MEL) COVE = 0.15 - Machine Stress Rated Lumber (MSR) COVE = 0.11 - Glued Laminated Timber COVE = 0.10 Euler Budding Coef. KbE = 0.745 - 1 .225(COVE) See foilowino on for Calculations of Allowable Bending Stress Check Re= -----'165550 - COVE= 0.25 See Appendix F.2 (Pg 161 of 97 NDS) KbE - 0.439 PDF Pg # 16 Job # 8207 9/24/07 Calculation Da #_WL6-A Mike Suoina - Garage Addition Page # 2 of 2 Case #1- D only Load Duration Factor: CD - 0.90 Adjusted Values Fb* = Fb(CD) (CM) (CO (CF) (Cr) (G) Ey' = Ey (CM) (Ct) (q) FbE = (KbE * Ev)/Ra2 Calculation of Beam Stability Factor CL Equation (3.3-6) (See pg 16 of 97 NDS) Coefficient 1 C, - FbE / Fb* Coefficient 2 C2 - (1+C,)/1.9 Coefficient 3 C3 = sgrt(C22 - C,/0.95) Adjustment Factor CL CL - C2 - C3 Allowable Bending Stress Pb = (Fb') (CL) Fb* = 1358.4 psi Ey' - 1.40E+06 psi FbE = 224725.6 psi C, = 165.4295 C2= 87.5945 C3 = . ... 86.5948 Check .......................... CL = :... 1.00; 5 1.00 ............................ Ph ° ..... 1358.0; psi .......................... Case-#2- D+L Load Duration Factor. Co - 1.00 Adjusted Values Fb* = Fb(CD) (CM) (C,) (CF) (Cr) (CI) Ey' = Ey (CM) (Ct) (CI) FbE = (KK * Ey )/Ra2 Calculation of Beam Stability Factor CL Equation (3.3-6) (See pg 16 of 97 NDS) Coefficient 1 C, - FbE / Fb* Coefficient2 C2=(1+C,)/1.9 Coefficient 3 C3 = sgrt(C22 - C,/0.95) Adjustment Factor CL CL = C2 - C3 Allowable Bending Stress Ph = (Fb*) (CL) Fb' = 1509.4 psi Ey' = 1.40E+06 psi FhE = 224725.6 psi C, = 148.8865 C2 = 78.8876 C3= .... 77.8880 Check .......................... CL =i .. 1.001:5 1.00 .. .. ° Ph .... 1508.9ipsl ........................: Case #3- D+L+S Load Duration Factor: Co - 1.15 Adjusted Values Fe = Fb(CD) (CM) (C,) (CF) (C,) (G) Ey' = Ey (CM) (CJ (G) FbE = (KbE * Ey')/Re2 Calculation of Beam Stability Factor CL Equation (3.3-6) (See pg 16 of 97 NDS) Coefficient 1 C, = Fhc / Fb' Coefficient 2 C2 = (1+C,)/1.9 Coefficient 3 C3 = sgrt(C22 - C,/0.95) Adjustment Factor CL CL - C2 - C3 Allowable Bending Stress Ph - (Fb*) (CO Fe = 1735.8 psi Ey' = 1.40E+06 psi FbE = 224725.6 psl C, = 129.4665 C2 - 68.6666 C3 = .... 67.6670 Check ........................... ... 5 1.00 ..............1.0: ........... Ph = .... 1735.1 psl ........................... Case #4- D+Lr Load Duration Factor: Co - 1.60 Adjusted Values Fb* = Fb(CD) (CM) (C,) (CF) (G) (G) E' = Ey (CM) (C,) (C,) FbE = (KhE * Ey')/Ra2 Calculation of Beam Stability Factor CL Equation (3.3-6) (See pg 16 of 97 NOS) Coefficient 1 C, - FbE / Fb* Coefficient 2 C2 = (1+C,)/1.9 Coefficient 3 C3 = sgrt(C22 - C,/0.95) Adjustment Factor CL CL = C2 - C3 Allowable Bending Stress Ph = (Fb*) (CL) Fs = 2415.0 psi Ey' - 1.40E+06 psi FbE = 224725.6 psi C, = 93.0541 C2 = 49.5021 C3= ...... 48.5027 Check . . . . . . . . . . ............... . CL- . ..... 1.00!::s 1.00 ................ . ....... Ph ° :..... .......241.3:7 psi PDF Pg#17 Job # 8207 9/24/07 Calculation oo #: WL6'B . Mike Suoina Garage Addition Page # 1 of 3 Load Combinations Load Duration Factors! Allowable #1 D only Co - 0.90 ` F,11 574 #2 D+L Co- 1.00 ? Fct' 587 #3 D+L+S Co. 1.15 Fct' _ 602 #4 D+W Ce - 1.60 ! FC1' 627 Section Properties Values In boxes need to.. .................... . . . . . or.. be.. ..ve.d.fied.. .entered.. Number and Nominal Size of Member 7 - 2x4 Actual Face Width of Members dt - 3.50 Built-up Depth Ply thickness: 1.5 c1Z= 10.5 Actual unbraced length of Solid Face Width Iu, - 7.25 Actual unbraced length of Built-up Face lug - 1.50 End-fixity Conditions for Solid Face Width Ket = 1.00 End-fixity Conditions for Built-up Face Kea - 1.00 Tabulated Values For. Member Grade and Species #2 SPF Tabulated Compression Stress Parallel to Grain Fc = 1150 Modulus of Elasticity: E = 1.40E+06 Enter Material Coef. c c = 0.8 Enter Built-up Member Fastening Coef. Kr Kr = 0.6 Kt = 0.6 for Nailed (as per NOS 15.3.3) or 0.75 for Bolted (as per NOS 1 5.3.4 . . . ..... _ .... . . Corresponding Adjustment Factors . FXF= . . ......... . . . . Moisture conditions for Fc CM = Moisture conditions for E CM = 00 Temperature Ct = 1.00 Size Factor For Compression (F.) CF. Lis Incising Factor For Mod. Of Elasticity (E) Q = 1.00 Incising Factor For Compression (F,) C, = 1.00 Euler Budding Coefficient for Columns Enter Coef. of Variation from list below: .25 COVE-- - Visually Graded Sawn Lumber COVE = 0.25 ) - Machine Evaluated Lumber (MEL) COVE = 0.15 See Appendix F.2 - Machine Stress Rated Lumber (MSR) COVE = 0.11 (Pg 161 of 97 NDS) - Glued Laminated Timber COVE = 0.10 See Table 2.3.11 Euler Buckling Coef. K? = 0.510 - 0.839(COVE) - .... K, =i .......................... 0.300!Calculated value Effective Length Calculations - .... ........... . ............ - Effective Length 1, = K* * 1* I?, = 87 in Effective Length I. - K* * I„ Itz = 18 in Slendemess Ratio Check Slenderness Ratio for solid face: -- 1.1/d, _; ----------- ----- 5 2.4:861 50 Or during Slenderness Ratio for built-up face: lag/d2 =; 1.71; construction s 75 2x4 Wood Truss Member -Budding Stiffness Factor Is member a 2x4 truss compresion chord? Enter Y or N Enter Moisture Content Coef. from below: K = 2300 - 19% M.C. when sheathed KM = 2300 - Unseasoned or partly seasoned KM = 1200 Comp. Chord Coef. KT = 1-1.645(COVE) Minimum 1* for Comp. Chord Coef. s 96 Calculate Factor. CT = i+(KMI,/KTE) Factor being used: Adjusted Value E': E' = E (CM) (CJ (CJ (CT) Adjusted Value Fc1E: Foe = (K E * E')/(I,i/d,)z Adjusted Value FC2E: FaE = (K E * E')/(I,/d2)2 M See 4.4.3 Wood Trusses (Pg 30 of 97 NDS) KT = 0.59 1, = 18 in CT = 1.05 CT= 1.00 E'- 1.40E+06 psi F?,E- 680.3 psi F.2E= 143035.8 psi ress in psi Fc2 = 713 Fc2 = 792 Fc2 = 911 F_,' = 1286 in ft ft See Apdx G See Apdx G psi psi c=0.8 for Sawn lumber c=0.9 Glue-Lam timber 7 1323€s 750 4 CM=1.0 1.00 Fc 1. E PDF Pg # 18 Job # 8207 Alike Supine Garage Addition 9/24/07 Cokulatbu of Allowa gall- D" ble Compression Stress Load Duration Factor: Co - 0.90 Adjusted Valle Fc*: FC* - F. (C@(Cy)(Ct)(CF)(C,) F.* - 1190.3 psi Calculation of Cob mm StORty Factor Qn Equation (15.3-1) (See pg 149 of 97 NDS) Coeffidem I Cl - FdE / Fc* C, - 0.5716 Coefhdent 2 Cz - (1+C,)/2c C2 - 0.9822 Coafficim 3 C3 - sgrt(C22 - C,/c) C3 . 0.5003 Cacuate Cp, CM - CZ - C3 ... C in .... 0.48 51.00 Aombnent Factor Cp, being Used: CO, 0_.4_8iChedc AAaxeble Coon Sboss Pp, - (Fc*) (Cm) Pm °t ._....._ 573.6[psi Co=bd n of C*Wmn SMbft Factor Cps Equation (15.3-1) (See pg 149 of 97 NDS) Coeffident I Cl - FeE / Fc* C, - 120.1729 Coefficient 2 C2 - (1+C1)/2c C2 - 75.7330 CoeftWm 3 C3 - Sgrt(Cz2 - Ct/c) C3 74.7347 Calculate Cpl Cpl = Kr [Cz - Cal 0.6015 1.00 Cpl -t ._ _ ,W 601 Ain, bmd Factor fq2 beh,g Used: Cpl Chedc 0. Atonable Comprassicn Stress Fa = (Fo*) (CPz) Pcz -{ . W__._713A psi - D + L Load Duration Factor. Co - 1.00 Adjusted Value Fc*: Fe* - F. (Co)(W(C,)(CF)(CJ Fe* - 1322.5 psi Celalation of Cetmm Stabfdq Factor Cpl Equation (15.3-1) (See pg 149 of 97 NDS) Coeffident I C, - FE / Fc* Cl - O.S144 Coeffidem 2 C2 - (1+C,)/2c C2 - 0.9465 Coefficient 3 C3 - sgrt(C22 - C,/c) C3 ...... . 0.5029 Calculate Cpl Cpl - Cz -C3 Cp, _.» ._... 0.44'51.00 AdjuspneM Factor Cm being Used: Cp, i_..._ 0.44lCheCk ._._._._......1. AllovwbleCompressio n! ress F.1 = (Fo*) (Cp,) F*1 ,.___.-.....586.7iPsi ~ Calculation of Coh mn Stability Factor Cpl Equation (153-1) (See pg 149 of 97 NDS) Coeffoefent 1 Cl - Fm / FC* Cl = 108.1556 Coeffident 2 C2 - (1+C,)/2c C2 = 682222 Coeffident 3 C3 - sgrt(Czz - C,/c) C3 - 67.2241 Calculate Cpl C*z - Kr [C2 • Cal .. 0.60;51 AO Cpl A4ustrmm?t Factor Cps being Iced: ' - .,... Cpl '._....__ 0.60OlCheck si 792 0 Atwwlde Compresda . - (F. n Stress F ) (Cpz) P*z - 1p . Calculation oa #: WL6-13 . Pane # 2 of 3 PDF P9#19 Jab # 8207 9/24/07 Calculation oa #-, WL6-B Mike Suolna Garaae Addition Pane # 3 of 3 Cah+dWons of Alowabla Commleal m Stress con tlnL Case #3- D + L + S Load Duration Factor. Co - 1.1 5 Adjusted Value F,*: Fe* - F. (Co)(c„)(C,)(CF)(G) F.* = 1520.9 psi CaladMtlat of Column Stabl ty Factor Cpr Equation (153-1) (See Pg 149 of 97 NDS) Coefficient 1 CI = FefE / Fe Ce = 0.4473 Coefficient 2 C2 - (1+Ci)/2e C2 = 0.9046 Coefficient 3 C3 - sgrt(C22 - Cr/c) C3 = 0.5090 Calculate Ge CPI = Cz - C3 Cpe = 0.40151.00 Adjustment Factor Cm being Used: C% -I 0.40 Check Allowable Conpresslon Stress Fm - (Fe*) (Ge} ? . ........... . . . . .......... Fee =! 601.6 psi a Calculation of Column Stability Factor Cpl ...... .. . ... ........... Equation (15.3.1) (See pg 149 of 97 NDS) Coefficient 1 Ct = Fe2E / Fe* Ce = 94.0483 Coefficient 2 C2 - 0+Ce)/2c C2 = 59.4052 Coefficient 3 C3 = sgrt(C2z - Ce/c) C3 = 58.4074 Calculate Cp2 Cpl - Kf (Cz - Cal Cpz =: 0 .60151.00 Adjustment Factor Cp2 being Used: Cie =' ...... _ _-. -...0.60;Check Allowable Compresslml't me Pet - (Fe*) (Cpz) F'ez 910.61psi . . . . . . . . ........ .... .... A fAIJ-#-4- D + Lr Load Duration Factor. CD - 1.60 Adjusted Value Fc*: Fc* = Fe (CD)(CM)(C)(Cr)(G) Fe* = 2116.0 psi Caladation of Cohmm Stab ft Factor Cm Equation (15.3-1) (See pg 149 of 97 NDS) Coefficient 1 Ce - Fc,E / FC* Ct = 0.3215 Coefficient 2 C2 - 0+q)/2c C2 - 0.8259 Coefficient 3 C3 - sgrt(Cz2 - Ce/e) C3 - 0.5294 Calculate Cpe Gt = CZ - C3 Cve 0.30;51.00 Adjustment Factor Co, baling Used ,........ Cn=! ..... _ 0.30lChede Allowable canviisslon straw F're - (Fc*) (Cpl) Pee =L 627.4!(%( Calculation of Calia m Std) ft Factor Cie ._..._ _.?._._.. Equation (15.3-1) (See pg 149 of 97 NDS) Coefficient 1 Ce - F,2E / Fe* Ct = 67.5972 Coefficient 2 C2 - 0+Ce)/2C Cz - 42.8733 Coefficient 3 C3 - sgrt(Cz2 - Ce/c) C3 = 41.8763 Cak Mate Gz Cpz- Kf (Cz' C3) Cv2=; __. ._-.0.6051.00 Adjustment Factor Cpz bah g Used r- - Cpl = . --...__.. 0.60j'Check Allowable Cnenpresalae Suess F'ez = (F.*) (Cpz) . Paz `_.._ _ 1265yilpsi PDF Pg # 20 Sob # 8207 9/24/07 Calc. pg. #: WL6-C Mike Supine Garage Addition Combined Bendino and ComDression Stress Ref. Sect. 15.4 (pg. 151 of 97 NDS) & Enter Data in boxed cells: Enter Value Actual Calculated Values from Loads Compression Suess fc = C/A fc = 253.0 psi Strong Axis Bending fb, - M/Sx fbl = 472.0 psi Weak Axis Bending fb2 - M/Sy fb2 = 0.0 psi Member Propertles/Geometry Wide Face Dimension d, = 3.5 inches Narrow Face Dimension d2 = 10.5 Inches Eccentricity from Centerline Parallel to d, e, = 0.25 inches Eccentricity from Centerline Parallel to d2 e2 = 1.00 inches Alowabie Calculated Values - Compression Use Values from "Fc Allowable Comp Stress.49" Spreadsheet ' Allowable Compression Design Value c = 627.0 psi F Euler Stress (using t, & dl) F.E, = (K*j * E')/(t",/d,)Z FCE1 = 680.3 psi Euler Stress (using t2 & d2) Fu - (K u * E')/(t,2/d2)2 Fa2 = 143035.8 psi Allowable Calculated Values - Bending Use Values from "Fb Allowable Bending Stress.xis" Spreadsheet Euler Budding Stress FbE _ (Kb¢ * E,.')/Rs2 FbE = 224725.6 psi Allowable Bending Stress (Narrow Face Loaded) F'b, = 2414.0 psi Allowable Bending Stress (Wide Face Loaded) F,Q = 2414.0 psi Calculation of Coefficients See Equation (15.4-1) Initial Coefficient Co - (fc/Fe )2 Co = 0.163 Coefficient 1 Calculations - Coefficient 11 C„ - f, /FcE, C11 = 0.3719 Coefficient 12 C12 = f,*6*e1/d, C12 = 108.4 Coefficient 13 C13 - (1+ 0.234*C11) C13 - 1.0870 Coefficient 14 C14 - (1- C1,) C14 = 0.6281 Coefficient 1 C1 = (fbl+C72*C,3) / (F'bl*C14) C1 = 0389 Coefficient 2 Calculations - Coefficient 21 C2, - fc /F,22 C21 = 0.0018 Coefficient 22 C22 - fc*6*e2/d2 C22 - 144.571 Coefficient 23 C23 - (1+ 0.234*C2,) C23 = 1.0004 Coefficient 24 C24 - 0- C20 ) C24 - 0.9982 Coefficient 25 Cgs - [(fb,+C12) /FbE]2 Cgs = 0.0000 C2 - [fb2+C22*(Cz3+0.234*C25)l Coefficient 2 [F'bz*(C24-C2s)l C2 - 0.060 Unity Equation Unity - Co+C,+C2 Unity - 0.61 5 1.0 O.K. PDF Pg # 21 , LeePP-?a-ss Design, Ltd. 20880 Laredo Path l Lakeville, MN 55044 952.985-0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 2n° Story Garage Addition Sec./Ref. # h1a//-S Location: 1656 Sherwood Way SHT# k//-7 Eagan, MN DATE: 21z-41ej7 PROJECT DESCRIPTION: Support System (4{+e?/? Lo s..? b n ?c? ?ceas?rs-?c - (o•c../r, )/G f _ 4z7 690.3??i FEZ 14303 '9/?Sr ?6. 2-414psr 44 LO aJ 6 r K_?./ ?a?s l t KO? _ -'f? . (.¢ ? L l , O ?c' ,? Fr ?„a a ?- ,D^ h?eQ?c? ??? ort rs?vrs? ?o (ls?- (7) BLF?G/` - ? - F? GNL?• J PDF Pg # 22 i LL,ePaPa-s Design, Ltd 20880 Laredo Path / Lakeville, MN 55044 952-985.0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 2"° Story Garage Addition Sec./Ref. # ?/Umh Location: 1656 Sherwood Way SHT # C Eagan, MN DATE: ?zS?o7 PROJECT DESCRIPTION: Support System /ia /uwn ar,'l c,-' Fro w /S - /% . S j i ?'7? - 1 L 4z?-Ca ? IZ- q- Si? IbS R ,= 7150 ) )1,)L-4 F f.. v z ?J Mn = 1081- 1 l Al L Fro, ?6 ? IZ? X50 - 1d.G S t? ll -11 g so la1 ? 5 dray = 2. I 6_)(1.7^) / " ??rn - I tl J 7 11 p No-- To n laport- Q } I ?lY c - ?e 5 r rY.?' 6- it a-I rwot'e• 7 1/4 x I BE 1°5G. > ?%¢ X 7 Frew = 31, 31Z Ids i Z ??o !b_ ?cK cl- ,-Az F, ?'o/u.t„ h a6e- - l,8 IF- PS Z- 5%1 x 7 " /H?fal/w? PDF Pg # i columns Allowable Axial Leads IJE TimberStrand® LSL 6141 Column L800 160% 3H" x 311" 115% 125% 100% 310" x 4%" 115% 125% 100% 310" x 510« 115% 12S% 310" x 7W 10096 - 115% 12596 100% 3%- x 84w 115% 125% 3' 10,740 12,140 13,040 13,425 15,175 16300 16,875 19,075 20,490 22245 25,145 27,010 26,465 29,910 32,135 4' 9,785 10,880 11565 12,230 13,605 14.455 15,374 17,100 18,170 20270 22,440 23,950 24,115 26RIS 2%495 S' 8,605 9,365 9,810 10,755 11,705 12,260 13,520 14,715 15,415 17,925 19,395 20,320 21,205 23,075 24,175 Steel and 6' 7.320 7,800 8,075 %135 9,755 10,095 11$05 12,260 12,690 1S,170 16,160 16,730 18,045 19,230 19,905 Column r 6.130 6,445 6,620 7,665 0,055 8,275 9,635 10,125 10,404 12,700 13,350 13,715 15,110 1SABO 16,315 Bearing B• 5,140 5355 5,475 6,425 6,685 6,845 8,075 8,415 8,610 0 11.090 11,34S 12,665 13,195 13,500 4,340 4,500 4,585 5,430 5,620 5,735 6,825 7,070 7210 8 9,315 9,500 10,700 11,085 11,305 10' 3,705 3,020 3,890 4,630 4,773 4,860 5,820 6,03S 6,110 ,675 7,915 8,055 9,130 9,415. 9,580 12' 2,775 2,845 2,885 3,470 3,55 3,610 4,360 4,470 4,53S 5,750 5,895 5,980 6,840 7,015 7,115 14' 2,150 2,195 2220 2ABS 2,745 2,775 3.380 3450 3490 4.45 4,550 4,600 5,295 5,410 5,475 3. 7' 5,425 5.425 5,425 6,650 6,650 6.650 8225 6,225 8225 10,675 10,675 10,675 12,600 12,600 12,600 B' %140 535 5,425 6,425 6,650 6,650 8,075 8,225 8225 10,645 10.675 10,675 12,600 12,600 12,600 Plate 9' 4,340 4.500 4,585 5,430 5,620 5,735 6,825 7,070 7210 8,995 9315 9.SW 10,700 77,085 11,305 Bearingt0 10' 3,705 3,820 3AW 4,630 4,745 4,860 Sa2O 6,005 6,110 7,675 7,91S 8,055 9,130 9,415 9,580 17 2.775 2,845 2.885 3,470 3,555 3,610 4,360 4,470 4,535 5,750 5,895 5,980 6,840 7,015 7,115 14' 2,150 2,195 2220 2,605 2,745 2,775 3,380 3,450 3,490 4,45 4,550 4,600 5,295 5,410 5.475 S,r acs awwcauw, uc,ew uaun? Allowable Axial Loads (Ibs) f* .8E Parallam® PSL __T __' [olumm Lerlglb 31r' x 340" 100% 11576 125% 3W x SW- 100% 115% 125% 3W x 7" 100% 11596 125% 5%" x SW 100% 11S% 125% ? SW it 7" 100% 119% 125% 7'x7" 100% 115% 12S% S' 10598 11,202 11,551 15,897 16,804 17,326 21,196 22,405 23.101 33,300 36ASS 38,743 --r 7' 8,740 9,143 9,374 13,111 13,715 14,063 17,481 18,287 18,751 30,016 32,581 34,041 Lt 5 °t.. 8' 7,270 6 115 7553 6 323 7,716 6 441 10,905 11,330 11,574 9 173 9 484 14,539 15,106 15,432 26,65 28,499 29,965 3S 54 ,998 39,420 S , . , , , 9,662 12,231 12,645 12,863 23,464 24,645 25,631 $ 33,127 34,175 steel and lb 5203 5359 5,449 7,105 8,039 8,173 10,407 10,718 10,897 20,667 21,703 22,300 27.S56 28,937 29,733 Column 1r 3'885 3,979 4,033 5,827 5569 6,050 7,770 7,959 8,067 16.166 16,810 17,180 21,555 22,413 22,907 Bearing 14' 3,003 3,064 3,099 4,504 4,5% 4,649 6,005 6.129 6.199 12,893 13,320 13566 17,190 17,760 18,088 34,168 35,796 36,736 16' 10.483 10,781 10,952 13,977 14,375 14,603 28,498 2%648 3CJ12 18' 8,673 8,890 9,013 11,565 11,853 12,OIB 24,027 24,871 25,356 20' 7,85 7,447 7,540 9,715 9,930 10.053 2%488 21,118 21,484 22' 17,638 18.131 18,413 24' 15 15,722 15,944 Genera/ Notes • Tables are based on: -solid, one-piece column members used in dry-service conditions. -Bracing in both directions at column ends. -425 psi for plate bearing. - NOS' 2081. • Allowable loads accommodate axial loads only with %column width/thickness eccentricity. For Column AAowable Design Stresses see page 5. 77m column and connowr value listed are for dry-service condlttom only, t 7ma wet-service conditions ads, contact your 71us foist repmentative for other product solutions. Top or Bottom Plate connection 4.all's Tan 16d (3W') commofor awry 1'x/4" of column atdth. nailed through tha plate Into the colWmn PDF Pg # 2 Beam on Column Cap Column Base .i -J Elevated Column Base -Al Optional non-shrink grout Beam on Column Truo Joiot rim board or blocking for lateral eupport Column Z flfl. columns Column Caps for TimberStrand® LSL and Parallam® PSL Column Location Simpson Strong-Tie- USP Structural Connectors' Beam Widtb Product Column Size on sum Connector Load Qbs) Connector Load jibs) it En ECC44 7,655 KECC44 12,030 aye" x 355" Intermediate CC44 15,310 KCC44 15,315 End ECC46 12,030 KECC46 18,595 355" aye" x 5H" Intermediate CC46 24,060 KCC46 24,065 End No connector available KKC48 20,780 aye" x 7M" Intermediate No connector available KCC48 24,065 End ECC44 7,655 KECC44 12,030 314' x 355" Intermediate CC44 15,310 KCC44 15,315 aye" End ECC46 12,030 KECC45 16,405 311" x Sly Intermediate CC46 24,060 KCC45 24,065 End ECC64 12,030 KECC54 24,610 Sk'• x 3yt" Intermediate CC64 36,095 KCCS4 36,095 End ECC66 18,905 KECC55 24,610 514" Sl4" x SK" Intermediate CC66 36,095 KCC55 36,095 End ECC6-714 24,060 KKC57 31,170 SA" x 7" Intermediate C(6-713 36,095 KCC57 36,095 End '- ECC7r" 18,375 KECC74 44.295 T' x 3W1" Intermediate CC7A-4 56,875 KCC74 54.845 End ECC7rl-6 28,875 KECC75X 45,940 7" x SH" Intermediate CC7rA-6 56,875 KCC75X 56,875 End KC7%-719 36,750 KKCM 45,940 T' x 7" Intermediate CC7%-TA 56.875 KCC77X 56,875 Column Bases mberStrand® LSL and Parallam® PSL _ i o rT f Column _ _ _ _ _ Simpson Strong-Tie" USP structural Connector' Column Size Product Connector Load (Ibs) Connector Load (Ibs) 351" x 3W 3%" x SW 3%- x 714" 3%- x 311'• 314" x 5N'• aye" x 7" 51t" x 5W' 5k" x T' 7'x7" General Notes A91.144 6,665 PAU44 C8544 9,665 CB544 CB44 Post or concrete control KC44 A046 4,165 PA46 B46 Post or concrete control KC46 No connector available KB49 C944 LCB46 0846 8719-4 LC866 B66 CBG7 B7%-6 Post or concrete control KCB44 CBE46 KB45 KCB47 KC974 CBE66 D Post or concrete control ZKC[176 KMS 6,775 9,665 Post or concrete control 6,285 Post or concrete control Post or concrete control 3,700 Post or concrete control 3,700 • Capacities shown cannot be adjusted for duration of load. • Connector capacities assume a beam material with a minimum perpendicular-to-grain bearing of 625 psi. • Connector capacities may be more than the column capacity; therefore, both the connector and the column capacity should be checked. PDF Pg # 3 4 USP V om,avow CBE - 12 gauge base for carports, patios, or other residential framing. KCB - Provides high structural capacity and rugged performance. Materials: See chart Finish: CBE & KCB (5/e" bolt models) - G90 galvanizing; KCB (314- bolt models) - USP primer Options: KCB models available in rough/full sizes. KCB44, KCB46, KCB48, KCB66, KCB68, KCB88, KCB1010, & KCB1012 are available in Hot-dip galvanized. To order, add HDG to stock number, as in KCB44-HDG. Codes: NER 530, 8.822, LA City RR 25337 Installation: • Use all specified fasteners. See Product Notes, page 16. • Not recommended for fence posts or other unrestrained (not fixed or fastened at top) applications. These bases are not designed to resist overturning (moment) loads. • All models require a minimum edge distance of 3". • Bolted models feature diamond holes for temporary nail fastening to facilitate drilling and bolting. • Embed column base with bottom of base plate flush to concrete. Stem Gage OMena bro FastaLerB Chedidew Akmabb Loads(LW4' OP-LISP I Up_ USP Bob Na ps Cabaxt 9n Ste*Na ibLNO. 8111P SM Wl Vr2 H L Bob Mae 133% 160% 133% 160% 4x4 CBE44 LC844 3.9/16 3-12 7-112 2 (2)112 021 lad 3650 6180 2350 2820 4x4Rough CBE44R LC844R 4.1116 3-12 7.12 2 2712 (12)lad 3645 4375 2350 2820 4 z8 CBE48 LC846 3-9n6 72 7112 2 (2)12 (12)16d 3640 4370 2350 2820 8x6 CBE66 LCB86 912 7-12 1 (2)72 (12)16d 3635 4360 2350 2820 fix 6Rough CBE66R LCB66R 6 6 7-112 2 17712 (12) lad 3635 4360 2350 2820 4x4 KC844 C844 7 7 3-9110 3-9116 8418 2 510 5910 7090 - - -- 3.12x5-114 KCB45 7 7 3-9116 5.310 8.718 1 51 5905 7085 - 4x8 KCa46 0848 7 7 39116 5-12 &710 1 - (2)510 -- 5900 7080 -- -- 4x8 KB48 C[i18 7 116 7-12 &718 2 MSB 5890 7070 - 5.114x5-114 KCB55 -- 7 1 STI 8-71 3 (2)518 -- 5910 7890 -- -- - 4 -- 7 1 7 8.710 3 518 5900 7080 - 6x4 KCB54 CB64 7 12 3-12 &718 3 51 5915 7095 - Bx6 KCB66 CBfifi 7 12 6712 &71B 3 (2) 51 -- 5905 7085 -- - 6 x B KCB88 5888 7 12 7-12 &718 3 (2) SIB -- 5900 7080 -- 600 KC8610 06810 7 12 9.12 8-710 3 (2) sa -- 5895 7075 - -- 6 x 12 K8612 75672 7 2 11.12 8-7,8 3 12I s8 SB90 71170 - 7x3-12 K874 87.1184 3 R 3-12 944 3 39 8185 8105 - 7x9t2 NCB70 87.1188 3 r8 5.12 93'4 3 (2)314 -- 8185 81? -- - - 7 x 7 KCB77 87-118-7 3 1 J-718 1 9-314 3 (2)39 8185 8785 - 8x6 KCB88 CB86 3 12 912 9?I4 3 (2)3F4 -- 8185 0185 -- -- BxB KCBW CB08 3 12 7-12 936 3 39 0185 alas - - -- ax 10 KCb8111 CB810 3 12 91J2 9.1r! 9114 3 39 alas alb - 8x72 KCB812 8812 3 2 11.12 93(4 3 (7)314 alas 8185 70x10 KC81010 81010 3 2 9-12 939 3 (2)314 B1a5 BIBS 10x12 KCBf012 1012 3 2 11.12 939 3 (2)39 12x11 KC81212 CB1212 3 1/2 11-112 9314 3 3N 91191sbm KCBs N apadY 9314 3 [21318 I t l WNghtan 1 seedy 939 3 (?f 3M S3Mghhm K89 11 LWh Loam msm ???n se033-173%W611% hrwrM and sasMc hods, m hdler irneste shal be penetbd 2) All balls shall "d w MMW the sp6d5rahns dAS7M A 307. 31 Minimum nail ambadUrt shell be 1-98-fa lad mils. 4) concrete mrryressim snrgb shill be2,000 psi or gmatera 28 days. 5) Allwable loads are based W the use of either mils or bats; nail and ball values cannot be=Iunod Bolts must be The codes epedfy that stmctuml columns shall be lastened to racist net induced xpldtiorcoe and prevent lateral displacement separately. See 26 • • - at the bottom end. tRC 8407.3, IBC 2306.9.7, USC 2314 for available sizes. CBE 1f i? ?? - i?y a1^ i ^r?l l? 53/0 K68 •? 7 PDF Pg#4 Typical CBE Installation / KCB S' 7 jpoIJSP 1y?E? t s P c a N e C? >p O u e KCC -Standard column cap. KECC - End column version. Materials: Sea chart Finish: USP primer Codes: NER 530, FL822, LA. City RR 25337 Options: See page 66. Installation: • Use all specified fasteners. See Product Notes, page 16. • Bolt holes should be a minimum of 1/32" to a maximum of 1/16" larger than the bolt diameter. • Beams shall be designed to support the required loads. Beam shear may limit loads to less than listed loads for device. A design professional shall determine the adequacy of'the post and beam to resist published loads. 1 2- I a ry„ ?o Typical KCC Typical KEC 44 Installation KCC le KECC44- 7S'X Dimanslare Faelamr BdeAds' Alloaeble Leads jLbq L seem DILLISP granted uWn St l . Cdam NCC IOECC KCC KECC USP ee c 9bdeNa Rif. No. Gaer0e 931 932 N KCC KBC KCC KECC depend 100% 100% 133% 16014 133% 160% KCC325-4 CC3-1144 7 349 30 612 11 7-12 41516 1 (2) 0 W 21485 14850 2920 3505 1480 7150 KCC3256 M-11" 7 3-114 Sin 5112 11 7.112 (4198 9I 59 (2)59 21485 14850 2920 3585 1490 1750 KCC44 CC41 7 3518 359 4 7 Sgt (2) 516 0) 59 (2) 59 15375 12030 355 3920 1635 1960 KCC45 7 359 5318 6472 11 7-112 (415M R) 510 21518 24065 78405 3285 3920 18335 1960 KC046 C046 7 3618 Stn 5112 11 8-10 (4)58 9) ere (0) 59 24065 18595 3265 3920 1635 1960 KCC47 7 36M 7-19 6.112 11 9-112 6 38 578 S9 24065 20780 3205 3920 1615 7980 KCC48 CC48 7 359 7-172 6-112 11 9.112 (4)98 9)59 (2) 59 24065 20780 3265 3920 1635 1960 KCC5254 CC51i4d 3 5-19 3518 B 13 9-112 (4)Y4 R{ 0f4 (2)314 41840 30430 8795 8155 5610 0 0 5935 5935 KCC5255 CC5-1146 3 5-19 Stn 8 73 9-1f2 (4) 34 R139 12139 41840 30430 6195 8155 4 5 KCC5258 CC51148 3 5-114 7.17L If 13 9.112 (4) Y4 (2139 (2139 41OU 30430 6795 8155 5010 5935 KCC54 7 539 359 5112 11 7-112 d)5B R r 1 59 35095 21810 3455 4145 7725 2870 KCC55 T 539 539 5171 11 7.112 (4) 98 (2) 59 (2)518 36095 24610 3455 4145 8155 1725 5040 2070 5935 KCC55X -- 3 539 5318 B 13 9.712 (4) 34 (21314 (2134 42555 31170 6795 KCC57 CiDil 7 539 7-7m P/2 11 9.tn (4{58 R 59 2)59 36095 37170 3455 4145 7715 725 2670 2070 KC064 CC64 7 5111 359 510 11. 7-112 R)S9 (2159 37815 25760 3455 4M5 1 KCC6 6 cm 7 5112 5112 6.172 11 742 t 518 518 37815 25780 3455 415 1725 2070 KC088 CC60 7 510 Milt 512 11 9-112 (41518 R)s+e ( 37815 32655 3455 415 1725 2070 KCC74 CC7d 3 6-79 359 8 13 10-V2 9)39 (2) 34 54865 44295 6795 8155 5010 5935 KCC75X CC7-1186 3 7-176 5712 8 13 167 (413F4 =WJL I 39 5687 4540 6795 8155 5040 5935 KCC76 CC78 3 6418 5i2 8 13 1410 (4) Yd 9139 (2)314 54845 8795 6155 5040 5935 KCC77 CC77 3 8-79 579 6 73 14112 4 Yd 314 39 54845 44295 6795 8155 5040 5935 KCC77X CC7-1157-18 3 749 7.118 8 13 14112 (4) 36 (2139 (2139 56075 4540 6795 8155 5010 5935 KCC78 CC78 3 8.7111 7-112 8 13 144H (4)Yd R 39 (2)39 54845 44295 6795 8155 5640 5935 KCC84 CC84 3 7-112 MIS 8 13 106112 t 34 314 314 80940 69220 6795 8155 5640 5935 KC086 Wall 3 7.112 512 6 13 14112 (4) A CZ) 374 in 314 OM40 49220 8795 8155 5693 5935 MOSS CC68 3 7.12 7-12 8 13 1412 4 34 314 39 601140 49320 BT95 8155 5040 5935 KCC94 CC94 3 Bag 359 8 13 1410 (41 Y4 9)39 (2139 77095 57420 6795 8155 6070 5935 KC096 CC96 3 8-79 5-10 8 13 1412 (l1 Y4 9) Ira (2139 71095 57420 fi795 6155 5040 5905 KCC98 CC93 3 8-718 7-1)2 8 13 1470 (4) Y4 (239 (2)34 11D95 57420 6795 8155 5010 5935 KCC7(14 -- 3 9518 3518 8 13 1412 (4) Y4 (2)314 (2139 77180 62345 8795 8155 5040 5935 KCC108 Will 3 9.59 Stn 8 13 1412 6 34 34 39 77190 fi2365 6795 8155 5070 5935 1) gaming bade are besedan 625 psi pereandie4ar b gran loading no faller increase forduradel of bade panelled . 2)UpiRbadihavebe kemased33113%a6g% breind armianicloeds;nofurlhminease ehelbepemilad Bo lts •- o rd e, 3{'801e badsare basedan lunba eilha sped6egmvityaf050 ardamo"sWrermmntdl9%alesa sep aratel . y. lgc - page 4)All bolbsnail meat a asceed me spedAC4tbra d ASTM A307. f or ava 1 ilabl , size' e sizes 5) Beam seal badesiltned to upped the nequredlueds. Beam shear may lbat loads to less BUn tided loads for device. Ill I re crooner area aem pwc Mr, w two. 7) Spiced condi8arn musion detailed by be apcflerb Iransfertereion bads batmen piked membms by meats eherman IM abmn cap. 8)upN1 bads d0 nappyb splbscon lbns Ki-:cG sx t' Kr-( -76>1 w0y d>a 0j, continued on next PDF Pg # 5 Le PPa?-s- Design, Ltd 20880 Laredo Path Lakeville, MN 55044 952-985-0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 2"e Story Garage Addition Sec./Ref. # fi e?n Ft Location: 1656 Sherwood Way SHT # F If Eagan, MN DATE: LZo 0 PROJECT DESCRIPTION: Support System G/`GLI\ Fx!S?I iI G? ?OU ?/4LW }{?'Gi'? AM1/4I/ Fi^n w.-Xrsf:-.??/ k?':<? S?'Z.?v3) ?p? 3077 ZYax€3 x Go?1, / !l Sy u..w.-L v,e-t ?!G /-?e^!k? ,Gomel -> 6S 1 P= S,So Cb /I- s oL. ?32g } JZo c 8?1Sal?s rJ-?+$wm? .Soli i.?r`a - 47 ?ooo ,Gtr cn-- a Y- Ff? -> V. $}, OSOO / _. ?. Z? ?'? z J . I Z do 0 2. / OS F??i IGN?/h LS IG? L ?Y'GCIi UL NCiC <y t A O ?IUG - Srg a.. .BJo?X - ?'broJ = SSa? ?bry = .25 ?,V» J •z5(lSOC?? 37?1'lps; ?> 5Z4 psi ?oIC PDF Pg # 1 Le Pas Design, Ltd. For: Mike Supina Le Pas JOB # 8207 20880 Laredo Path Lakeville, 55044 Project: 2n4 Story Garage Addition Sec./Ref. # 952-98S-091 c?--- 8 Location: 1656 Sherwood Way SHT # F7- Design Calculations Eagan, MN DATE: 9 za v PROJECT DESCRIPTION: Support System W'CS{ Wa11 Zq;?...-v Pi Ga.c.T/v+.? /1L = J0,60 /,i5 - ?r. P11l WL--4 Lo,,Y _;- =. g.5ov -- .Sc? = 34 v Ib? uH? LJ. to 24 _ L15c. W L- = s08o/4 s- /,/ d p I • '/m?.L' wa.l? 7W?' - l/33 (5) _ boo PI r C"15et ivlc? ?4 //? ?*f?on?-ed r 4J?6l w - T , P7 z9 o F ! s W't' = 34 2-6/ ? ?a Z90 14.50 F!= ?crvl c. c- L?oA -- WS = 11,30 4-14So = Zs so ?[T- LO 5= Z.S8'0 Fu<?ot?a L-cf - w? = 1, 4(1'+0) -1- 1,7 11 so? = 39So pl?- /(? ?+ Caw= 3950 ?- Gtlb pSl UDC - -2, ?S T wtaF? ps ??? _ T?'Lkwb'?S v? 'T}? Fz- A . V- -s t - d„ F+6? (?1ti lL ?c? r ? PDF Pg # 2 F2.-A, FTG Ex W WL 8207. Mike Sllpina - Page I of 2 2nd Story Garage Addition WALL FOOTING DESIGN APPLIED LOADS Enter Service Load ws := 2580 161ft Enter Factored Load Cl1T1P = wu .= 3950 lb/ft Enter Strength STEM fc 3000 psi Eater Strength fy 40 ksi SOIL Enter Bearing Capacity WALL fs 2000 psf Rater Wall Thickness t 11.625 inches Required Footing Width W ftg min min = 1.29 wftg feet _ - Enter W ftg := 1:67 feet Factored Load On Footi p net P/i! :_ - ng p net = 2365.269 psf wftg calculate ultimate Mom ent Eater Is This A Masonry Wall Masonry := 1 I =Yes t t 0 =No (Concrete) Wftg-- - 12 + Lm 4 for masonry 2 t wftg-- 12 LC for concrete 2 Lif(Masonry=I,Lm,Lc) L=0.593 feet 2 Mu p net• 2 Mu = 415.609 ft-lb/ft PDF Pg#3 F TG Ex W wL 9207. Check If Cross Steel Is Needed Footing Thickness tf := 8 inches Ig (tf - 2j3 Ig = 216 inA4 Sg 2•tf1922 Sg = 72 inA3 fr:= 5•.%Ffr fr = 273.861 psi ?Mn '= 0.65•fr• 12 ?Mn = 1068.059 ft-Ib/ft t35 for nonnforced foohngs ?Vn :_ ?v•2 d• 121000 QVn = 3.418 W t P net ftg - Vu = 1000 2 12 2, Vu = 0.041 FZ--Az . Page 2 of 2 If Mu = 415.609 > ?W = 1068.059 then cross steel If Cross Steel Is Recuired is required Minimum Steel Area Per Foot As min := 0.0018•tf• 12 As min = 0.173 102 per foot Ste,6rArea Per Foot At' = 0.0 in"2 per foot T As•iy, _, T = 0 kips T•1000 a :_ - a = 0 inches 0.85•fc•12 ?. dtf-4 1000 ?M ' nr0.90•T•Id- a ) ?Mnr=0 ft-lb/ft 2 12 If +Mn r = 0 Sheer Check > Mu = 415.609 then OK rp := 0.65 0.85 for reinforced footing_5 An Check If I Vn - 3.418 > Vu = 0.041 then OK Loncitudinal Steel Cheri[ Add Minimum Temperature and Shrinkage Steel Longitudinally kips/ft kips/ft ?ross ?vte?l T ??dt V v e• e PDF Pg # 4 Lee PPa'-s- Design, Ltd 20880 Laredo Path Lakeville, MN 55044 952-985-0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 2nd Story Garage Addition Sec./Ref. #?? H bra 1 7- Location: 1656 Sherwood Way SHT # 2pr3 Eagan, MN DATE: L o7 PROJECT DESCRIPTION: Support System G 7 , / gpp p Z 157- f / '7 (J?ti bra o /Z' /er - Zo"Jrj/ /pPe.r --z> /3 OOG X 7 = 3.75 /h z Bn = r"J (36oc?)' (3G.?SI = a?,?1Z ??s tar = 3, 71a1 ?o boo l? > 19,5 7,) fhs ?? ?w F3- A,-A3 /fir /-c?f?=.--y C r J - ZA- J5-' Foot ?-// I'Oeh-k ' Fa-rv, !?/ /2 G ?c2 Nn ? u B F Cn Lc - s '- " 46tK -C't Fla. 0/ Add 4- ? L ,rs v.Jd, ,8r-3CP PDF Pg#5 home sitemap I contact us F3-AI Horne About Bigfoot Bigfoot Products & Literature Bigfoot Base Cap Bigfoot Tube 8 Product Literature Technical Information Bigfoot Projects Purchase. Bigfoct FAQ's and Resources Contact Us decks.com Concrete Calculator EpUtgj ? y D? BIG03A Pre-Molded:Bell Footing Form System Bigfoot Creator Wins Prestigious Mannino Award for Innovation! Bigfoot Products Having been in the construction business for many years, we know that different projects require different sized footing forms. Check your local building codes to determine which Bigfoot Systems® Footing Form fits your construction needs. Some of the more frequently ask questions about sizes and number of footings required are answered in our Frequently Asked Questions page. We have developed a variety of Bigfoot products for all your construction needs. Browse our product line and learn more about allowable gravity loads each model will withstand to help you choose the footing that is right for your residential, light commercial or industrial applications. For allowable gravity loads to help choose the footing that is right for you please click on the following pdfs USA Allowable Gravity Loads Canadian Allowable Gravity Loads B g of :Syster 5 Fold Forms BF BF EF ` 24 a L 36 9, Y'Ttlbe 8", W' Tube a 10"„12"T 12", 14",16", r 18", Tube Itesl$>t?al or Light C6mtrcl<al : Commercial r or Industrial P PDF Pg#6 TABLE BFS-T102 UNITED STATES v 0 v K V Soil Description Allowable Soil Model BF20 Model BF24 Model BF28 Model BF36 Bearing Allowable Allowable Allowable Allowable Pressure Loads Loads Loads Loads f kPa Ibs kN Ibs kN Ibs kN Ibs kN Clay, Sandy Clay, Silty 2000 4364 6283 8560 14134.50 Clay and Clayey sill (95.76) (19.4) (27.9) (38.1) 62.82) Sand, Silty Sand 3000 6546 9425 12840 21201.75 Clayey Sand Silty (143.64) (29.1) (41.9) (57.1) (94.23) Gravel, and Clayey Gravel Sandy Gravel or 5000 10910 15,708 21400 35336.25 Gravel (239.40) (48.5) (69.9) (95.2) (157.05) Sedimentary Rock 6000 13092 18,850 25680 42403.50 (287.28) (58.2) (83.8) (114.2) (188.46) Crystalline Bedrock 12,000 26184 37,699 51360 84804.75 574.56 116.5 167.7 228.4 376.91 J /j aoolb5 ` ATE tp . Ouu. "J AD µ ?n 6784 4 ?/ ffT I W .,rE or no,?r N Notes: 1) The allowable gravity loads shown meet or exceed the requirements of the Canadian National Building Code, Section 9.4.4.1. ,/ 2) Jfinimum concrete compressive strength shall be 3000 psi (10.7 MPa) at 28 days. 3) Calculations are in accordance with CSA A23.3-M77 which is equivalent to AC1318.95. 4) Gravity loads include only dead loads (weight of construction materials) and service loads such as snow loads and rain loads. Pier design and their ability to resist lateral and uplift loads is beyond the scope of this table. 5) Piers requiring design for earthquake loads shall be designed by a qualified Professional Engineer. 6) Maximum lift when pouring concrete is 16" (40.6 cm) 7) Allowable loads shown are for use in the U.S and are based on soil bearing pressure values provided by BOCA. Canadian users should refer to table BES TI01,(Canada). 8) Bigjoot Systems' Footing Forms are not intended as a substitute foundarton system for the full foundations commonly used under residential housing unless they have been designed to do so by a qualified professional engineer. If .4 1A -8" 6 eii ?'a 6784. , v 0 v a -11 1 I? W Le Pas Design, Ltd. For: Mike Supina Le Pas JOB # 8207 20880 Laredo Path Project: 2n' Story Garage Addition Sec./Ref. # /. Lakeville, MN 55044 ??n•?/?ur? 952-985-0918 Location: 1656 Sherwood Way SHT # fz/ Design Calculations Eagan, MN DATE: g?3o%7 rr^^ { / PROJECT DESCRIPTION: Support System /7oe? f1!R.G`,z/ a y ?r Ba-c.! All r, r?a cJ Ti?l J3/? x 7?( GIL --.? I pfy., = J1970 - 2,5 .pIi-5 rCs" 4-74q C ??L gel/ - tea. 210 t (3) (3) j 0? Zzp old -4 75r l (3)!/.Js) 7,as. /G?.7 V . 1.7s («T 1 - I , os )z I ) AI 130 I / /? ??o c/ / r 7'? (JOO J LY 3 C^ J h G'/O T T, /f,gl,?r yea??? :2,oE ( ??L ZI - & ?Fr. pq/l L 3 -43z ?Ahj `.:1 L i s 1 i x9JZ vL 5 1=.3) I,7s 9.? ?z ?. 57s io 1 _ 4 Zf > .4" N 371,! j i ?_ (?1(f,7sl?tt,2s>/ _ / zz.9 ink 1S - 1.75 lbc, _ 29 L 01` C6zZ.?) SIZ 3loU /GC/ P or /7eua/ers m i?Y ?c/l?s{acl ?J e?y?f/Q?) /2"o.c. sf arell GLst-63? /3/4x 'Lk/z- - /8E- 2R5UF Pnc a„a1 ..v w. allowable stress design notes for all tables in this document FIN • The.Allawable stress. Design velues:forSelaotemm 1.8E grade (Aspen) are'imcompliance with the ANSI/AF and PA NOS-2001 National Design Specification (NOS) for Wood Construction and the Alloumble stress Design (ASO) Manuel for Engineered Wood Construction, 2001 edition. • All tabulated factored and unfactored resistances are based on a wet service factor [CM - 1.0), a temperature. factor (Cz ° 1.01 andno treatment (C,, 1.0).. • Contact Temlam ins. prior to preservative or fire-retardant treatment Unauthorized treatment may void all warranties. • Do not drill, notch, cut or alter Selection- except as approved by Tamlam Ina, in writing. • When SelaetemTM WIL beams are used as floor. joists, they shall be designed to meet. recommended deflection and vibration criteria. • Conteot:Tamlem Ins. Engineering Department for other uses, applications or use in wet service conditions. Pi Bending' Fr, ° 2 850 F 2000 F, 550 Fu = 450 Fc// ° 2900 F, ° 250 Fv// j1f Stress value for 12" depth for depths between 31/2" and 183/q", multiply by [12/d)c- PI Be lectem'a.coda:approyefis based upon ASTM standard 05456.-.Evaluation of. Structural Composite Lumber Products: In compliance with this standard, the published modulus of elasticity (El value is slightly more conservative (wince it is based an apparent Ej then the shear-free modulus of elesticity_Conteot Tamlamin& Engineering Department fir further information. PDF Pg # 2 SIZES MAXI MUM''MO MENT" MAX IMUM SH EAR El WEIGHT (Ib?ft]' (16) (in) 100% 115% 125% 100% 115% 125% 1x104Ib-ina) (lb/ft) 13/4 x 51/2 2 546 2 928 3 183 1 604 1 844 2 005 43.57 2.21 13/4;x 7+f4 _, .. `• 4129. n '*746"-' i -, , ' 5 A 62 12,1 4 2 41. a 2'843 100.03 2.91 13/4 x 91/4 6 325 7 274 7 906 2 697 3 102 3 372 207.76 3.71 13%4 z 91A 6 827: 7 621 B,884`. 112'77,0 ! 3 188' 3463. ' . "225.06 3.81 - 13/4X 111/4 8 909 10 246 117 137 3 281 3 773 4 101 373.75 4.51 13/6 x 111/2 S1259 • ` 10647 =, . 11 1,573 33,64 ` 3 8517 4 192.. 399:23 4.61 13/4 x 117/9 9 793 11 262 12 242 3 453 3 983 4 329 439.57 4,76 1374 x 12 ,.. 10 79 3 1, 12,3 0 =- 13 39.2, 3 845' , 4 192,'; :.. , 4:557 512.70. 5,01 13/4 x 14 13 063 15 023 16 329 4 083 4 695 5 104 720.30 5.61 13A.A 16 16 502: 18 978 20-628; 4 066 5 366' 5-833 ,1075.20. 8,42 ry 13/4 x 16 20260 23 322 25 350 5 250 6 037 6 562 1530.90 7.22 183/4, 13/4 x 21 782 25 048 27 227 5 468'. ; ¢ 2B9. 6iB35 973035 . -' - 7.52 ? of elesticity3 Modulus E 1.9 x Tension // to grain ° to grain (joist/beam) Compression -L to grain (joist/beam) Compression 1 to grain (plank) // to grain Compression to gnus line (beam) Horizontal shear -L to glue line (beam) Horizontal shear // to glue line (plank) 150 = 104 allowable stress design F31-AI AJ NAILED CONNECTION FOR 2 AND 3 PLY BEAMS ONLY ?7RBBBTWEEFI I 'F'Op OEP111B f1BnIRBF1 111MRea13W le PM 1BW APPIlat touaam PLY 3MUMMW e46BPBRpGw s NRBB Pal Raw SW7a18"c/c 3y."la lrc/c P 7 980 1225 One side only 730 915 One side on 1955 2445 Total load • must be distributed equally (5096) on both aides 111 1• minimum for 51/2' deep beams. (2) Nadmg pattern specified is from each side of 3 ply beam. (3) 3'h' nails arem be common wire nails (0.182• diem.). 31/4' common wire nails (0.148' diem.) can also be used Havevec tabulated connection capacities must be muldplied by a83. to either outside beam (pounds per lineal foot) 2mrt H1 TY -, .. 3Vrmm I z,,;,,nf i1 5elstr- . I.. OC e 2Vx• nn mO1f"u'? 3vr <b1. Tml i 2py Spy BOLTED CONNECTION FOR 213 AND 4 PLY BEAMS FROM 71/4" TO 183/4- AL LOWABLE UNIFORM . .. [POUNOSP CR LINEAL FOOT) OW aFSa BZT0FBalie, WfR1W.•1a 2T C/a 2QOWB0FjT19 1h"aWlL7a7r a/c aROWB OF BMTH 'Moe mirc/c nwlu®taowo 2 420 840 1680 One side only 3 315 630 1260 One side on 4 640 1680 3360 Total load • must be distributed equally e 150%) on both sides avr? a .. 5e11t e zvr ? ? I it l BOLTED CONNECTION FOR 213 AND 4 PLY BEAMS FROM 121/e" TO 183/4" generalnotesl • Tables 25, 28 and 27'.are based an Hoar loads (load duration factor Co r 1.01. For snow Ideds (CO ?d:15]. multiply values by 1.15, and for non•anowioads(Co-X1.25] muldply values by-1'.25.- • Maximum load must be verified with allowable uniform load ofbeam (eeemti'e 2. pease 4 eM 91 • Bolts andrwashers must be in compliance with'ASTM standard A307. 2" exterior diameter. washefsare ,to be used underthe:head and the nut. • Bah holes : 911s• diameter. • Specific gravity:(SG.J:: equivalent to Hem•Rr-0:43. • When beam is loaded u ' on the top edge of each ply_mly: ••.far 91/4'ta 117/a"us. 2 aws oafs at l2'e/e or 2-rows of 1bolts at : a " far 121/2" to 183/a'?use 3 rows'of 31/2" nails at 12' c/c or 3 rows. of?/2"bdts at24;,c/c • Contact the Tamfam lna. Eng]neering_Depertmem for other connection details:.. r rm 31A•me rmr. w.p mm I ?n•a.-mt rax•mam?. rserveeex iamdd,u PDF Pg#3 07 '+' MA BBILAM LVL WEEKES FOREST PRODUCTS, INC. ICBO - ER-5598 • CCMC - 13006-R ¦ ROCA - 99-37 v ?I f'i K X\ '. 4 .i[ r 011DUC AF L! You've probably been building with traditional sawn lumber beams and headers for as long as you've been building. Now through advances in technology and design, there is a better choice - Max-Lame LVL headers and beams. They are simply a better alternative than traditional sawn lumber pieces. Work with a stronger, stiffer, more consistent and more predictable building material. Compared with similar sized sections, our Max-Lam1 LVL headers and beams can support heavier loads and allows greater spans than conventional lumber. Each piece of Max-Lam- LVL is pressure sprayed with a UV inhibitor and sealed with emulsified wax. : G 1 I ALLOWABLE DESIGN PROPERTIES - lie 2.08 MAX-LAM'" LVL 0 1 Minimum Vntical Shsar jibs) Maldmvm Grking Mament Wfl.) El Waighl ep 1 100% 115% 125% 100% 115% 125% I* 101 lbsdnq (PH) SW 1629 2103 2286 2664 3064 3330 49 2.50 7y." 2411 2772 3013 4380 5037 5475 111 3.30 9W 3159 3633 3948 7125 8194 8907 250 4.32 11th" 3948 4541 4936 106,17 12245 13309 468 5.40 14- 4655 5353 5819 14320 16468 17900 800 6.36 16" 5 6118 6650 18210 20942 22763 1195 7.27 18- (-5985 6883 7481 22511 25886 28139 170 BAB 2.01 Max-Lam" LVL Allowable Design Slresmg,111 `f Modulus of Elasticity E m 2000,000 psim Bending Fa m 3,100 print" Horizontal Shear golst) F. 285 psi Compression Perpendicular to Grain 66%) Fu - 850 pstm Compression Parallel to Grain Fr - 2,750 psi (1) These allowable design grosses apply to dry service conditions. (2) No increase is allowed for load duration, (3) Multiply by (12/d)95 whore of - depth of member (in). (4) A factor of 1.04 may ba applied for repetitive members as darned In Me National Design Spedfication•for Wood Consbuctiom 1 *14" 2.0E MAX-LAM" LVL AVAIW1E stall 0I4011ESh I SVM 7a 911 III, 19 ?j T, g? ,tf , I ,. I I I; I I 'li r l` 1 B / r ;1 - -,I .-,? j`jE)l 7 7 7 A`71 c)'?E 13's" CONDITION A CONDITION B III( Sla ild 2 pieces Ii'i' 3 pieces 1;." CONDITION C ? III ? 1) I I `!I I 7 ? ?I I{ i 'I 2" L E't 9F 4 pieces 114" Nail Spacing f T O 0: 0 O 0 0 O .' 0,_.- 0 O 'O 0 Bolt Spacing lb 2" min. 2" min. Stagger rows of bolts MAXIMUM UNIFORM SIDE LOAD (PLF) 2.08 MAR-LAM"' LVL BI_ gZ Pi 31Y' x 0.131" Nails 16d Common Nails 'k" Bolts eces In Member 2 rows at 3 rows at 2 rows at 3 rows at 2 rows at 2 rows of 3 rows at 12" o.c. 12" o.c. 12" o.c. 12" ox. 24" ox. 12" o.c. 12" ox. Condition A (2 - 1i40) 390 585 505 760 510 1015 1520 Condition B (3 - 114") 290 435 380 570 380 760 1140 Condition C (4-1Y.9 use bolts for this condition 340 680 1015 Notes: 1. Minimum fastener schedule for smaller side loads and top-ceded Max-Lam- LVL beams: Conditions A & B. beams 12" deep or less: 2 rows 3'h' x 0.131" at 12" o.c. Conditions A & B. beams deeper than 12": 3 rows 3'h" x 0.131' at 12" o.c. Conditions C. all beam depths: 2 rows Y! bolts at 24" o.c. 2. The table values for nails may be doubled for 6" o.c. and tripled for 4" o.c. nail spacings. 3. The nail schedules shown apply to both sides of a three-ply Max-Lam"' LVL beam. 4. The table values apply to common bolts that confarm to ANSUASME Standard 818.2.1.1981. A washer not less than a standard cut washer shall be between the wood and the bolt head and between the mod and the nut. The distance from the edge of the Max-LamTM LVL beam to Me bolt holes must be at least 2" for 'fz" bolts. Bolt holes shall be the same ---diameter as the bolt. _ _ _ 5. 7" wide Max-Lam"" LVL beams must be loaded from bath sides antl/or ,_ _ , to toatled. .\ ' 6. Max-Lam- LVL beams wider than 7" must be designed by the engineer 7. Load duration factors may be applied to the table values. HOW TO USE THE MAXIMUM UNIFORM SIDE LOAD TABLE EXAMPLE: 610 P! 2.06 Mmr-lom° LVL beam loaded from both sides and above THREE lV4- PLIES (CONDITION B) 1. Use allowable load tables or sizing software to size the Max-Lame" 100 pl, LVL beam to carry a total load of (300 + 610 + 550) - 1460 pit. 2. Refer to the 2.0E Max-lam"" LVL table for beam assembly requirements. Refer to me Condition B row in the table. Scan across the Condition B row, from left to right for a table value greater than 550 pit which is the greatest side load carried by the beam. The fourth value in the row indicates that 3 rows Of 16d common nails at 12" o.c. will accommodate a side load of 570 pit which is greater than the 550 pit required. Use 3 rows of 16d common nails at 12" o.c.. from both sides, to assemble the beam. PDF Pg # 5 33 X51- B 3 I ?' ? I I 0 BEAM-TO-BEAM CONNECTION Make sure hangar capacity is appropriate for each application. Hangers must be properly installed to accommodate full capacity. a BEARING ON EXTERIOR WALL Prevent direct contact of LVL with Concrete. Consult local building code for requirements. A __r 0 BEARING ON WOOD COLUMN Verify the required bearing area and the ability of the wppam. column member to provid adequate strength. ® BEARING ON STEEL COLUMN Verity the required bearing area and the ability of the supporting Column member to provide adequate strength. ®BEARING FOR DOOR OR WINDOW ® WINDOW/DOOR HEADER- HEADER - 1 "STORY TYPICAL 2-STORY TYPICAL See "Bearing Length Requirement See "Bearing Length below. Requirements° below. For multiple-ply Max.Lam° LVL beam assembly conditions and fastening recommendations, see page 33. } I I/?-?4 1 i 1___\ X ii 1I 1. Jl_ ??_/" /.".•ri r MAX-LAM- LVL BEARING LENGTH REQUIREMENTS Su rt Materiol PPa 5•P•F ISwIh) INm-Fir Nanh'n Ham-fir S-P-Fm Saulhem Pine Douglas Fr-Lurchul 2,OE btox-Lam^ta Fu crol 335 405 565 850 ma,-Lam- If Width lint 14'V1 3W 114" 311' 1911 3W' 1." 3W' 1 3" 1A" IT 11hh- 1A" 1A: tY" 1'h" 2 3'h" 3' 3' 1'h" 3" Zvi, lA" Ph" 3 5'h" 3" 4'h" 3' 3S' 3" 3' Td' 4 7y.' 3t4" 6" 3' 41h' 3" 3' 1 1h" 5 9A" 41h" 7V, 4h" 5h" W 3h' 3' 6 51/1- 9W 4A" 7A" 3'h' 4A' 3' 7 6° 5h` 7'h" 4'h" 51 " 3' a a 71A " 6' 9'/" 41A' 514" 3' - 9 91A" TA" 9A' SA' 7h" 31A' c 10 9A" 71/5 " 5'h' 71A" 31/1•• 11 91W 6' 7h' 4h" S 12 9A' 7Y' 9" 4A' a 13 9A" 7%" 9" 4A' • 14 75 7A' ' 5A" - p 8 6 9A 9h" SA 5h 1 7 9A' 6` 8 9A' 7'A' t9 7A' 20 7A 21 7h° 22 7'h 2 9' Notes: 1. The minimum required bearing length is 1 W.'' 2. Duration of load factors may not be applied to bearing length requirements. 3. All Max-Lem' LVL beams require support across their full width, 4. All Max-Larn- LVL beams require lateral support at bearing points. 5. Use these values when the Max-Lam"" LVL beam is supported by a wall plate, sill plate, timber or built-up girder. 6. Use these values when the Max-Lamnx LVL beam Is supported by the end of a column or Connection hardware. 7. The support member mum be sized to carry the load from me Max-Lam- LVL beam. 32 PDF Pg # 6 Le Pas Design, Ltd. For: Mike Supina Le Pas JOB # 8207 20880 Laredo Path Project: 2"' Story Garage Addition Sec./Ref. # ,5.,, yelrs Lakeville, MN 55044 952-985-0918 Location: 1656 Sherwood Way SHT # j3 Z Design Calculations Eagan MN DATE: 9 S o PROJECT DESCRIPTION: Support System G3;4 - qq ,? Go d c?t.b. ?? - M=z7,535f 16_ Aloti 7,95 (F . 1.8x.04 AS z'- T,o• Swb7100r, - I10 1-to U 6m6 FL + Truss - - l '- 6.75 Floor 7ru5a 5/,5 /O/ ?_ 3 ?¢n PU - Az ;Or Ue? VW A7) 1 ? ( 3l?1 6 FLoor 1=° 1 L. T.rwss?s > 7-aPo h/e ll?r. _ /D7 -C see. (?'rG?.p?? A(Q - eua+r0P, rf At ?G!?`r/?'G iw+/H4 5.0a?4G I= / Zl -3 ?/r./t ? V/.C.. l /o ?SSo/6 / ?'t ?5o?•-rJ{JJ l ?`Y ,L? Fro,.. /?/ BI-A! - 2_/0/`5 a•( 30 U ? Cp 3 /d14 Y /4 -> M1i3 = ),5, e.7 23 ? s 7f- &S > Z 7, 5 3 S ."r-/bs ?nC Z = 2 1,75 1Z Cup ?'- Y Odd Ih 2 ) (1'?? \ n a 7.q8 J 1 ` .997 > .5? N• !- LVL= l\ J goo i 3 /o?i?5 Z? d?oo /3 } = 72OO i 4 £ v3?V? = 7.98(` of = .G7' l ?/ N, Cy, ,LVL ?l.et 2ts-oFs l // I qq _ \\3 (%ry G G /? cl G 1 / L -d S= Z(/, 7T?(llol ? ? ? 95 !Z Ty_apl%- Z3 3l= 3 x145) 79Z,?¢ - 4d L 53 oK a3_,?^?,t 7,9?q(l7Vz ) PDF Pg # 7 Le Pas Design, Ltd. ?? 220880 Laredo Path Lakeville, MN 55044 952.985.0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 2n° Story Garage Addition Sec./Ref. # Location: 1656 Sherwood Way SHT # B3 Eagan, MN DATE: 9?5 107 PROJECT DESCRIPTION: Support System (aa..?cti.c? D? • f/cu??r 5=Z,0G 7, (B' lee > // qs / p//-__ "-Z-V-. ?4ir S/?C<er y. SSa 191-A/ V? c S3Llo rJ ® q /, 1 J GJf W*?. G.?I'Z (?') = 2a ply -- <ir-?C_ ?1 C/l?S CU! ?J (tom./?SIS ?/%YL/ 79i ,./ F?? = s.so p a ? Ne adJ . , F?L = SSo P Q3 s 9 7- 70/ S5 ? , All I IV ?- ZX ?a dao? Stuttg5 fib,. _ /•? (??_ ?-rs" ???Z?? Far N??er oVEr unto e /moor ?? °IFL. or?, ?` LL .(C IX /6 LVL - /.SE 9-5-0 F4 PiovtJQ 4 %z' oq? ?7eari q a.f Gl4??n o n? / la/?/"??S Yr fO Nn e.?,t JG}?rJ rS /CL/'1°? (SGG ??-?}z ) wl I!P o / d6m G N (lI0.(Ii - Pti .)5 /Z " Or G. / 5IQgq G1'CC/' z 5 PF d sfi ?d f?U=r.s f' nay p? ?,IL-7 !- POF Pg#8 Le Pas Design, Ltd t? 20880 Laredo Path Lakeville, MN 55044 952-985-0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 2" Story Garage Addition Sec./Ref. # Location: 1656 Sherwood Way SHT # B Eagan MN DATE: 91.1-107 PROJECT DESCRIPTION: Support System L("S 3 u? e_ '6" a" Y" , ' Pox I /A' C- MLfvl // 61 c - 6 e- 2"e 70, l?ea?S ` AID I [_ : a ,,l y 5 r ? on. p -y L S -A AS 5 c to c_ S 5?' 'I'ce-./ M` _ 43.83 K- 5t - LL - 2.J GLlb? 0.'=pR 14 S kll?xi?l K - ?f. - t'n= sir e=b=91=)P4= It_4i IV4 izY1(v > Jyl=?o+K-Ff `? ? hac.? w / ?/.'i?C- O ?^ ? ?u-. w._:-? ?o cJcv ?lo v...S c ?X ?G-t1 / O ?' /? IH . wd?r? walls ctr - r bra) "J S a 7 fro15 1Wa //s. eef - G3 ???Q Cy3. ay IS o?' _fjufPrc)cr fi?cb??G/ A.2 L Cq` Ll •.? ?t w5 ciloi n? O/ </ G E 5f ox 7" ?Y?/q N5 J5%- be- .5mcc/%!.r !f'r E..xr ?C/5 z A/`r- (I/i107- /0 :,.1 f'1? 1 ? ,?i me??si aa?. ?ta..n ? 7`o Ci (?'= ?c.o'CUo !l} -? )r-10 it g?» 5p? n 23 . 23.17 ? `?` l OV) PDF Pg 0 9 v w ? M 0 :h " d it h ? N 7' 4 ? BG t, Ila A I . I .I I 1 i? 3 ^ l-lo w % a 4. 4 REMM W. S pal.. ? ? i ? 1???` 11 o 1 r4v ?,3 ?• mm =4 M T WALL AT O soar TO O suPPOm P, AT ` t. .• R t u?nltlY 1RROO?SABO E? ?? a w f F ? 1 l 1 1 1 1 i l l l -_ i ? r o ?? ' s? Tin J?4?•?? 1UY6 C?? µe _ ??1 L 7 2? GARAGE STORAGE : n' 5 PP" T AT 2X6 BEARM WALL AT FU M R RiO 7 SM TO AT ? b? 1 ROOM 05.100' BEDROOM ABOVE et New wall o-bauti L?we . ? May bt 'rj r°f3?5 ( GARAGE T.O--L-l '-cr 4 J' ` RFP =EEXW . OAF?M DOOR 1 i _===== T - - ! I ` , -- ---- -- --4 5 GARAGE DEMO & PLAN V4• - P-0• /? r? 2 m*m 2007 SUPINA ADDITION A 3 Le Pas Design, Ltd. For: Mike Supina Le Pas JOB # 8207 20880 Laredo Path Lakeville, MN 55044 Project: 2"° Story Garage Addition Sec./Ref. # By 952-985-0918 Location: 1656 Sherwood Way SHT# ?S Design Calculations Eagan, MN . DATE: 9 3 0 PROJECT DESCRIPTION: Support System T / (LSr q Z 11L a /ar< /o-w? - = z•U X//?G ?5, frow pa? 14 /2- (L12-A) - M= 4e 77J ??- 1bS L1 ?1 zoo 7-1<q9 to Ty_ (3? l/fix !8" LVL_- ZOE 6-- GL I.lvwo--I?ie. o', ? ?•. - +or I rtiy (boc?c?/1) D+!_ Mho= 3rz?sir? = tn7 533 ?]-Ib5 > 444773 s+-l?s ??t P/,rs rco 0 ;Pol- 4 JUG 4-4 7 7 3/ 2 P i 1 e,s ?o„ 7 2 2 Jfr 1 f{r for ?/ her c? r? ,n & c?? nt?K.- D e L (?% x la" cvL? Z= l7S (1€?J = 9.50Iri /?th^?LI? ET = iz?O,S(z•vE?)= I7U1 r+o'16.5-in I? - 21.?? 2vo I ,f3(a V7 of C3) pl,r.s -Allow = y3 l IZ) . 7 7 11 L-- . 5 Cc lV . ? . 3Go 9T ') = Zno 21.99 1 _ 5737 x o?fbs-i?2 (4 pll s ?) Q[ssw yl 1?1?_ 57-17 t=- ?. rRr,, = l`1o Ih? _ , Foy _) ' Ry+ = z3bs) _ < s -75 C.I-a CJ _.1190 '? (e z. !v, h yarn %Fc?/ Lorn? /a°v 71- I.GU.?G? /ry - IAI IZ-Y !Cp - cl ?.? K- r' ra?? J = = I6 J1h? M.(?. 6_ Y 6V L6 - (,?r.11-Iwc?f k..o.a.-y - 1"1 lto x 2ro -?' T.=. 3 a j I>^ ¢ PDFPg#11 Le Pas Design, Ltd. For: Mike Supina Le Pas JOB # 8207 r?/ 20880 Laredo Path Lakeville, MN 55044 Project: 2"° Story Garage Addition / Sec./Ref. # ? a?r 952-985-0918 Location: 1656 Sherwood Way SHT # 256 Design Calculations Eagan, MN DATE: ?11.316 7 PROJECT DESCRIPTION: Support System f?Ia//„i <3r_•.<..._ ok?rra. G?r,? 3 fpcs?? q •H?c.K - (.o,??'ro/l...ev .Lc!r'/C?f?a... S ??t?.1^i. G?V'? /?K??OGC?.? - 1/ p G 1 i 1 I/ L12-Bz - ?L =. .77 ?inrrT :fir GIV:_ ` _ ..57 ?BO rR d = /oa (•97 1 - 170 /n 4 ? 57 J Qml F.. -L12- vn = 1.sZ ltwi rdrTof..?? L/3ao = •7?ri\ Z?pd. /e" //.sz? Zoa !h `I a?v??5?1?LJf, TGh' I?Stnc` / I=zoo 1Y.? _? F./ Liz. ?3 A7 .7.7aN Fr ? Jl ?H/y - Jc ._ r"r'A L)Z- S4 -7' 1, ?? .2 gar 4 -5 • (?tLl r,?c.-l Cf ?/. ?rn..ti . iue, Lo -? L - . X1-81' Z- r ?t7 CAS!=..Cl? - j? 14 'X' 7- 2. - ! - /f7/H Ok S 'e' - 1= fl ?o fr / ? (3 fn, n ' 6 M P / ir, v y 7L tlS 7TP 6A,,,d ktl S'/o ? /o -13.75 -/.S = 2.7S !16 of sw^.c.. ©? r?rlmr N 1rµ`-? 1 ChGri? S?r. =- AW ? /3.7{ zsj 3. 44 sz. ? . s 1- ! Y s oc' )6<_ y j?' L/Z-/- ?a rc rr PDF Pg # 12 ?Le PPPaas- Design, Ltd. F 20880 Laredo Path ?l Lakeville, MN 55044 952-985-0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 21° Story Garage Addition Sec./Ref. Location: 1656 Sherwood Way SHT # IS 7 Eagan MN DATE: /7 07 PROJECT DESCRIPTION: Support System v,.yy// Gt r C'lo ba k - ^yL e rl. I a??a VL S.!!'wf= R.IE?4) = 32 . o ?usa33 PI$? Z _ (?}) (8sn.s) a 3?f oz t?¢ E . 2,c?A to -psi Sec i?q? Li2_ - A Z or To {.?1 ?.r©c.c? --? ZI PyL= (c (t "-f L .7(s ' ( rt ?cc. ?a q, L1Z- 3 - yor ?D4 <A Loa-c1 Oik). L% t) = .2449 !I l,vz' LonJ Dom ! v = 4fs` 575 4 ply )9r r LVL_ w/ t7bf ? (4) ?aK. Q S S ce ??. , r-. rZ/ /r7 ! ( P? S u9 o r ? J'm e} :i? N. C.I^ . Gh??F- bufsleL? /?(?/ ??•-? ?/'G:-? ? ?= r /'C?ha?S .(/P? tl?t, tea!/ La lr! ?,a?J 6? r? o Above Foy 1-12- G - Rr W - 3784 I's Earn 2, /2-L7 - RSF = 33/C0 /6 f' y z \ .?. w Z?j C?J ._ Z(37fi'<}/: ,2a .3 So (/y/u1r. ??Hs .- l L p I rr, 57 -A 9f bYv/t Grtnoe, ??fWCPN• /JOX o?fnituv a1io) (glYo!c- Cp=/1,)0 ?M=f.O Ci.t= ?•(? G?/_?.o CA `VOut ,.r_ow - '?4d 0.1a Z", X 3 141 QcX Alm /s- /??? 0.`3$ 6x3%Z">?? !b3 /?5?vrc 14=3?50 _3.2- L ro3 5?0.Llsr[y lLiSwv+-? Cl=?./la]i' - ?5ct B7'B 'NDSLeunILiYN/Gt?I) J / u 1/Zu J 2-1435 J?1f acl r.4\ Claarw,ll?l ? /,S o-l - :2.43" . 43 , I PDF Pg # 13 Nail Design Values WasomebwWupwgm AFSPAMOMW Design Speulmatlwm ft Wad amOuedOn Ones) M Selene Name: 7tls amlewtpddWet lm timid sMwddtmeel u+pl4A'*fad1s sir ope sh..an posse Ws met sm pates ile ads W r used krAgs ern sk k and nouns, and deep and lase spsess llq wd YKOI IerW m sa)unsa M M Pendndmt Wpm Ymn. Ci keeadw sib Wg1h of the ndK and Mhdvasr of iM Nall Nds iwmberA lA.nar, thw mews sultrJmuuwd lessees m rswNe tie em Kopp dtee no aetlem M times the drmmronw not lA d rarK Kra Aolurbnrnt ladom lprWneee o(WA mew andtlewand kumnsaon seep wappWem w nanapmsb wmmum%M bep %lWnr aMo N)S OekmW K salow2, Wand 11. aMar%bmm Mr Tmmpine 9 O m ua pus Dmftmftn am sma stand Game Ow. ' Grade Wood' Pedool Law Makes 7.0% woom iN C 18dGOrOMPon 7 A1011-33 1BOC1A1011 .105 157` Legend Nm: 0ae All as a 0aupe StaW Uw A1011.Ja Kr7 Coupe sW Nan. NOB $leel NAtt sl. BOO ma) 7 5 F WS r .107 HF 0 M SPF 2 12 AI li," -10pC lmm r 13 JOSS, er u 10dS is 11dC m'ml C? 1e INS kw 20 12dB ' .!2 MIN NA1Od. INN edCOlnmN1 164 IBd Shdm} uwlnbKd mP(emmdrbrL: dvLoola 100. 1Od BOX uwaarlwKymmwe WVV6 =VL00pe NAMRS NA1ddR8.'. 'NA20d NAM . nmcoxs d1odwPWWW ? CM 2010 - =Camitm:' 2048. 2nd SWW . 2DO 20A Box tm NA25. . W(bokw vM eAAp S d•t)^i PVa1 .3e.FA1SE) W(boku{t_vain.NAlLSibOaeignVelum.39.FALSE) MWNSNDesoW WSleetGauge,Stet Code,W00d Spedm) Wood To Woad Connection n?Nnln. Nee Dddhnaem NBB Me, MaMar' thidouds (119 IANItOer SOlded Sp"" "a," Z. ft Wass 00 1BdB JOSS= 1.76 DF DF las 53 L lG 1/ Sex )V411S O. /3Sd? N 3 ?/at T- )"w ? Ie.1.S +A&-" Ne? !m0 COWW M Ska Ydad 80etlad Lookup WAM 74- (Ois:Y 1BDC 104Conwwt sP 1ODCSp(Plow. 129. Legend F s 0 1C w d b N I? s.7- E ND14 Commentary For toe nails subject to lateral loads, the depth of penetration of the nail in the umber holding the point may be taken as the vertically projected length of nail in the member as shown in Figure C113-1, or (see 12.1.3.2) P, = L'CW-0° - 1.13 (C12.3-3) where: pL = vertical projection of penetration of nail in main member, in. L. = length of nail, in. For purposes of establishing the single shear lateral design value applicable to a toe nailed joint, the side member thickness shall be taken as the length of the owl in the side member (see Figure C113-1) or is = La/3 (C12.34) t, = effective side member thickness when toe- nailing is used, in. Equation C12.34 only applies to nails driven at an angle of approximately 30° to the face of the member being attached and one-third the nail length from the end of that member. The effective side member thickness for nails driven at any angle to the face of the member being attached should not exceed the actual thickness of that member. FVMC121-1 BBarivepacetratrbe and m*asemberthkAme s fortoo&adssubject tolaMmlloadr 12.4-PLACEMENT OF NAILS AND SPIKES member ends and edges than larger nails as they are less likely to cause splitting. Where splitting can not be avoided, prcboring of nail holes should be used (see 12.1.3.1). In lieu of specific code requirements for end and edge distance for nails, Table C12.4-1 may be used to establish nailing patterns. Designers should note that specie type, moisture content and grain orientation will affect spacing (pitch) between fasteners in a row. Table C12.4-1 Nail Minimum Spacing Tables Wood Side Members Not Prebored Prebored Edge distana 2.5d 2.Sd End distance - tension load parallel to grain . 1 Sd 10d - compression load parallel to grain 10d 5d Spacing (pitch) between fasteners in a row - parallel to grain I5d 10d - perpendicular to grain 10d 5d Spacing (gage) between tows of fasteners -in-line 5d 3d . staggered 2.5d 2.Sd Steel Side Members Not Prebored Prebored Edge distance 2.5d 2.Sd End distance - tension load parallel to grain 10d 5d - compression load parallel to grain 5d 3d Spacing (pitch) between fasteners in a row - parallel to grain l0d Sd - perpendicular to grain Sd 2.Sd Spacing (gage) between tows of fastener -in line 3d 2.5d . staggered 2.Sd 2.5d 12.4.2-Multiple Nails or Spikes Since the 1944 edition, the total design value for a connection made with more than one nail or spike has been determined as the sum of the allowable design values for the individual fasteners. In the 1992 edition, this summation provision is limited to only those nails or spikes in the joint which are of the same size and type (ace Commentary for 7.12 and 7.1.1.1). 12.4.1-Edge Distance, End Distance, Spacing Absence of splitting has been the performance criterion for placement of nails and spikes since the 1944 edition. Smaller nails can be placed closer to NaBs *0 149 Le Peas-- Design, Ltd. ?y^ 20880 Laredo Path Lakeville, MN 55044 952-985-0918 Design Calculations l arh Be?? oa C9rr?/ .3 For: Mike Supina Le Pas JOB # 8207 Project: 2'd Story Garage Addition Sec./Ref. Location: 1656 Sherwood Way SHT # B$ Eagan, MN DATE: VmI62 PROJECT DESCRIPTION: Support System 1n„ ,- z - Pi teS 12-" n Z O.G. 0, C'. I^ X uE-N5 3 N - k s x?FS ra _ a f K F- Ns >c o ?.- x <- FS _fXi<r /rnu? Yor °-f ?I,? t?w? - C>?f<f Nwvt LJ/ 4 Rom 5 a? I ? d G' ? „? , Na.aCS (O.J!a.2"P¢ x 31Ja"Lo?9? Ci i Z'r D. G. ? 14-a`cl e.r N^ar 5r,1 e- (t45) ` Fe r Sec .#I s td? Fs ahd -fop t 5 t? /{?ar? Ou fsrcE'c, Pl/e5 t.?? (Mrn. 0.135 ?r?i /( .3%'?!oug C??Sef ? ` Yr> /n SrJC nur/r tT, N«,I,uy t : / err ??„ /7rr -7Y P, I r Phcs dYrxt rsZ. bN. 8ofi? Slc?as Ov-tstda. Fly I P, 5.}, T ?O' /?Q/h ?PLl c.2 LY CAGCCp ?.prcG 3 J A( e: ?.??.?-? Ex fu Zft fas t- USe, O t° 7?he-- Eaat tb Z . a E 3100 F6 L V.(.. lo r,.> Q / a s?.cc-fron ?or Con Q S 5 lr, o w vi. ,t ho v'C- e? l/ LlGa-? / n ?r ?? rs oh G 770,,e? d-5 6h" Sear - ;Z^. L15-4 - Vmx - F4-0 -/? YAHOW = 57S5-(?) = z3,9?'v l'?5 > ego Jr?s ?a/? PDF P9#17 Le Pas Design, Lied. ,? 20880 Laredo Path l Lakeville, , MN 55044 952-985-0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 2"d Story Garage Addition Sec./Ref. # ti,s Efdr Location: 1656 Sherwood Way SHT # E9 Eagan, MN DATE: z?f o7 PROJECT DESCRIPTION: Support System fO G flo '°? Z -a kJ19r Allow ? /: ?o For _ ,?rt? t r= /aU.K 1=/f?? lb-r Z M = 2-7, 70? 6.- ,81 -'s r - a6, 2-- /S Z, 14, - F L ^ f 7OI (O 705 -! l M. aZS//(i) Oz -2- -16.`-! ?Z7, 76 j V = 5'?05- ) _ //, 970 /bs : 9aG9 /ds ?oK U -CZ)!&?LV L g• ?zl ? !o°o -4Z L}- Z- . .5- 3 " V aK / 70/ [z) IZ?! "? L n? I- ur/c L 4-1/ boy- bc,,Y"r I1?lr /??.?/,o? RN,r . qz ?q tss Qnect m4 br? Pet -3 D b = -7 --6 osU „ 10. 61 2- 5 N.?,. 5? WGr> PDF Pg # 18 Le Pas Design, Ltd. 20880 Laredo Path { Lakeville, MN 55044 952-985-0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 2^" Story Garage Addition Sec./Ref. # // y0l?f5' Location: 1656 Sherwood Way SHT # Eagan, NIN DATE: 91/ o7 PROJECT DESCRIPTION: Support System /fp ai/cr / do[5fs C,K G?r,c ? ? -CS?c L13t1? ?cr nu?•^q/? /°/ L/3 -It IT9. Sons ?{- A& 1?= 170 - l6s biL - EI - l8ox/??Jb-l z [ Yq aow+- f3/A, ^ = 9793 r*-ha ?SpoS*, rfRlte w b C ZIh,lo = 75?IzJ? _ 31 / 3(o0 GtSaw v It7/g LV L `r. 8)-/1, - EI = /4 37.57 •Gq ISO 1 ?. • zS Z_ 31 439 g'7 nv.r.t D. -? i. gl! L/ il r - 'j zR ? 4 9 (t V?ll 34&Z lbs = h5 > 17a4 I ?e)< LJ'& ow Fbr l7r?icd U^r ; ?? - CIsL° - ?l? / 3/{ Y // ?/S " LV/- /, n c Z Sa Fb V/,O x Fla" o ? o t s d k e__C L - ?IOUS q I«?r' // 7` /s " Z- JC,, - / A A ?y - ?s e- fJ l - }or A&j!-olo/s7' -/'or cS [?+-i? /c = T'xe t? )3t J 1 Fo? ,ST= 1[esx[o`!b-,hz MX = MB /2 G z /-/6s Amy = d B, = . 19 u i Urav = y?, _ 4&7 L6s ?/y,,? = 76 o l?s / F om /3/- e - // ?f4 [? ZC) 3 > /cn s ? M hL = Z9lo L/,v4 > ! 2 v2 tf- Ab /q rib Zb, `k &7 Lbn b J 2Zo ?oF?F Pg # 1 NJ !-A ?y •? a T rs b=l ` ?? ?" 1 I I}I... MJ 20 II 9'h" 1 MJ 30 - 11%" 19- MJ 40 ' ifi- MJ 50 II 54- 11?b" 16 MJ 60 116 191/kIll'A MJ 70 it'{16 MJ 90 11m lE - J 1 - 1 r•J6 .I r IV., x 13S" Flange 1 K" x 1'h- Flange 2".a x 1 W Flange 1Y., x 1 k" Flange 2Y.-. 1%, Flange 2Ya" x 11h- Flange 3'h' x 1W Flange W 058 Web W OSB Web 4s" O56 Web 'A' OSB Web W OSB Web %, 058 Web 1A., 0so Web PRI-20 PRI-30 PRI-40 PRI-50 PRI.60 PRI-70 - DESIGN PROPERTIES FOR MAX-JOIST"(11 APA PRI° Mint-Joist- Elm Mm V14 IRM ERW Km 101 Ibf-in.° Ibf-H lief Ibf Ibf 104 Ibf 9'h" PRI 20 MJ 20 145 2180 1120 1700 830 4.94 9'h" PRI 30 MJ 30 161 2800 1120 1905 945 4.94 9'h" PRI 40 MI 40 193 2355 1120 2160 1080 4.94 9'h" PRI 50 MJ 50 186 3290 1120 2040 1015 4.94 9'h" PRI 60 MJ 60 231 3339 1120 2160 1080 4.94 11 Ma" PRI 20 MJ 20 253 2910 1420 1700 _ 830 6.18 11rh" PRI 30 MJ 30 280 3715 1420 1905 945 6.18 11 r/a"PRI 40 M140 330 3145 1420 2500 1200 6.18 11rh"PRI 50 M1 50 322 4375 1420 2040 1015 6.18 11'/s' PRI 60 MJ 60 396 4335 1420 2500 1200 6.18 1 Ph" PRI 70 M) 70 420 5600 1420 2335 1160 618 - M190 659 8580 1420 2760 1280 6.18 14" PRI 40 MI 40 482 3860 1710 2500 1200 7.28 14"PRI 50 MJ 50 480 5350 1710 2040 1015 7.28 14" PRI 60 M1 60 5B4 5320 1710 2500 1200 7.28 14"PRI 70 MJ 70 613 7120 1710 2335 1160 7.28 - M190 961 10530 1710 3020 1280 7.28 16" PRI 40 M) 40 657 4666 1970 2500 1200 8.32 16"PRI 50 M150 663 6270 1970 2040 1015 8.32 16"PRI 60 W60 799 6250 1970 2500 1200 8.32 16" PRI 70 MJ 70 841 8350 1970 2335 1160 8.32 - MJ 90 1301 12360 1970 3020 1280 8.32 (1) The tabulated values are design values for normal duration of load. All values, except for El and K, may be adjusted for other load durations as permitted by rite code. (2) Bending stiffness (El) of the Max.Joist'". (3) Moment capacity (M) of the Max-Joisff. For repetitive Max-loistnl the tabulated values may be increased by a factor of 1.04 for LVL Ranges. (4) Shear capacity M of the Max-loistw. (5) Intermediate reaction capacity (IR) of the Max-Joist"" with a minimum bearing length of 31h inches without web stiffeners. (6) End reaction capacity (ER) of the Max-Joist' with a minimum bearing length of 144 inches without web stiffeners. Higher end reactions are permitted. For a bearing length of 4 inches (5 incites for 14" and 16" MJ 50s). me and reaction may be set equal to the tabulated shear value. Interpolation of the end reaction between 1`Y4 and 4-inches (5 inches for 14" and 16" MJ 505) of bearing is permitted. For end reaction values over 1,550 ids, web stiffeners are required. (7) Coefficient of shear deflection (K). For calculating uniform load and center point load deflections of an Max-Joist" in a simple-span application, use equations 1 and 2. Uniform Load: Center-Point Load: where: 11] 8 - 5-, . '22 (21 8 - Pf' . W 8 = calculated deflection (in.) P = concentrated load (1bf) 384E] K 48E1 K w = uniform lead (Ibf/in.) El- bending stiffness of the Max-Joist' (Ibf-412) f = design span (in.) K - coefficient of shear deflection (Ibf) PDF Pg # 2 7 MAX-JOIST" DIMENSIONS Le Pas Design, Ltd. For: Mike Supina Le Pas JOB # 8207 W20880 Laredo Path Lakeville, MN SS044 Project: 2n° Story Garage Addition Sec./Ref. # ?/ors7s 952.985-0918 i Location: 1656 Sherwood Way SHT # Design Calculations Eagan, MN DATE: p PROJECT DESCRIPTION: Support System ?af ohs t r c, s E E F (5aa P?, L7) fo.ti G7-A, - C Z,, -,,/ ,w . U - /? ?- L /.&.SE to l"= lao 4- =r,\ ?1 = /GSxlo"/?-/hl plg V - 464 14g =. .?(a3" ( ?or }:S =IGSY;o4 ) por? CQss?-?l LVL - E. M 9793 ?? lbs 7 f1lg ?nv V .1344 /0 1bs > 4,-Al. pox FT - x}39 > IGS ?n< .114 /79 5=G. p?, Z -h?g1+2- ?_'•? _ .9? FbZ74Ce psi ?= 1118cZ> = aZC? , 2- 74G?S,. LVL?ok fGbe olzt 9, ,D c` f,s w/ ov.(4 1,0J FeI P' LG -(!' - W/ T = Iv?irF E = 1. t,sr,o4f M}= 32-IE S+-fbs A FExc Js -T- 6A" 4 , LVL. - ?i = 3z8 (r?? c -139 ptl z- z7?f(n p -s ?o? dI. t3 4+39 J PDF Pg # 3 Job # 8507 9/19/07 Mike Suoina Load Combinations Load Duration Facto #1 D only CO a 0.90 #2 D+L Co = 1.00 #3 D+S CO. 1.15 #4 D+W Ce = 1.33 Sectim properties Values in boxes need Number and Nominal Size of Member Actual Thickness Actual Width or Depth Actual unbraced length Tabulated Values For. Member Grade and Species Tabulated Bending Stress Modulus of Elasticity for weak axis bending. Corresponding Adjustment Factors Moisture conditions for bending stress Moisture conditions for Modulus of Elasticity Temperature Size Factor For Bending (Fb) Repetitive Member Incising Factor Calculated Properties Calculation Do # J2- Page # 1 of 2 Fti a 2486 psi Fp - -2746 Fy = 3127 psi F,' = 3565 osi b d lu Fb = 2850 psi 4- 1.80E+06 Psi XF 2850 % 1150 +Ca ° 1.0 CM = 1.00 For Fe CM = 1.00 For E Ct = 1.00 Cr= 1.00 Cr= 1.00 G= 1.00 Area A= 20.781nt Section Modulus 41.13 In Moment of Inertia I, 244.21 in Nondrwl d/b Ratio d/b v; „6;OjChedt Sect 4.4 of 97 NDS pg 29 Ratio i./d 1,/d = 2.02 Chock for 6 Coef. Actual d/b Ratio d/b = 6.786 Effective Length Calculations Enter I, coefficient See pg 17 of 97 NDS Coef = 1.33 I, = Coef' L I, = 31.92 In See Table 4=Coef`1,+3d 4= 67.5451n 3.3.3 Enter appUcebla effective Wgth value from above: 1. = 31.9 in Slenderness Redo Calculations Equation (3.3-5) Re = 4 d (See pill 16 of 97 NDS) b, Chadt Re _-----11 135 s0 Euier Buckling Coef lent for beams Enter Coef. of Variation from list below. - Visually Graded Sawn Lumber COVE = 0.25 - Machine Evaluated Lumber (MEL) COVE = 0.15 - Machine Stress Rated Lumber (MSR) COVE = 0.11 - Glued Laminated Tunber COVE = 0.10 Euler Buckling Coef. 14E = 0.745 - 1.22S(COVE) COVE 0.25 Sae Appendix F.2 (P8 161 of 97 NOS) KtE = 0.439 Sea following Pa for Calculations of Allowable Bendina Stress PDF Pg # 4 Job # 8507, 9/19/07 Mike Suoins Case #1- D only Load Duration Factor: Ca ° 0.90 AdJusted Values Fb. = Fb(Ca) (Ca) (CJ (CF) (Cr) (G) Ey' = Ey (Cm) (CJ (G) FbE _ (KbE -Ey')/Rb2 Catadatlan of Beam Stability Factor CL Equation (3.3-6) (See p9 16 of 97 NDS) Coefficient 1 C, = Fee / Few Coefficient 2 C2 = (1+C3)/1.9 Coefficient 3 C3 = sgrt(C22 - CI/0.95) AtBu Mnent Factor CL CL = C2 - C3 AllaRO S Bendtng Stress F'b = (Fb") (CL) Fe = 2565.0 psi Ey'= 1.80E+06 psi FbE = 6380.7 psi Cl = 2.4876 C2 = 1.8356 C3 = 0.8665 Check ri =i _ 0.97;51.00 Pb ------- ----------- °[. .. 2485.71 Psi Case #2- D+L Load Duration Factor. CD ° 1.00 A4MMd Values Fe" = Fb(Co) (CM) (Cr) (CF) (Cr) (q) Ey' = Ey (Cy) (CJ (G) Fee = (Kbt ` Ey')Ilke Calculation of Beem Stabi fty Factor CL Equation (3.3-6) (See Fig 16 of 97 NDS) Coefficient i Cr = FbE / Fe; Coeffietent2 C2°(1+C,)/1.9 Coefficient 3 C3 = sgrt(C22 - Cr/0.95) Aid mwm Factor Q CL = C2 - C3 Abwa6te Beading Stress F'b = (Fe) (CL) Fe' = 2850.0 psi Ey' = 1.80E+06 psi Fee = 6380.7 psi Cr = 2.2388 C2 = 1.7047 C3= 0.7411 Check =i .._.._.._- 0.96 -1:r 96 Pb2746.2Epsi GNL#I- D+L+S Load Duration Factor. Co- 1.15 AdAMW Valm Fe+= Fe(Co) (Cm) (CJ (CF) NO (Cl) Ey. = Ey (CbJ (Cr) (CI) Fee = (KbE - Ey')/Re2 Calculation of Beam Stability Factor CL Equation (3.3-6) (See pg 16 of 97 NDS) Coefficient 1 Cr = FbE / Fe Coefficient 2 C2 = (1+C,)/1.9 Coefficient 3 C3 = sgrt(C22 - CI/0-95) Aeortrnent Factor CL CL = C2 - C3 Mowable Beni ft Stress Pb = (Fb') (CL) Fb• = 3277.5 psi Ey' = 1.80E+06 psi FbE = 6380.7 psi Cr = 1.9468 C2= 1.5510 C3= 0.5968 Check °l 0.9551.00 . Pb= . °-...... 3127.21psi Qft 94- DFW Load Duration Factor: Co- 1.33 Aq{ MW Vahm Fe = Fb(Co) (CM) (CJ (CF) (C.) (G) 4' = Ey (Cm) (CJ (G) FbE ° (KbE ` Ey')/Re2 Calculation of Beam StabMW Factor CL Equation (3.3-6) (See pg 16 of 97 NDS) Coefficient 1 Cr = FbE / Fb' Coefficient 2 C2 ° (1+C3)/1.9 Coefficient 3 C3 ° sgrt(C22 - CI/0-95) Adpaon>ant Factor CL CL = C2 • C3 AUwmb%BmuBng Stress Pb = (Fb') (Cl.) Fe = 3790.5 psi Ey' = 1.80E+06 psi FbE = 6380.7 psi Cr = 1.6833 C2= 1.4123 C3= 0.4718 Check CL° :5 1.00 Pb 8jpsi 3564 . Calculation no #J2-A- Paae Al 2 of 2 PDF Pg#5 Le Pas Design, Ltd 20880 Laredo Path Lakeville, MN 55044 952-985.0918 Design Calculations For: Mike Supina Le Pas JOB # 8207 Project: 2"° Story Garage Addition Sec./Ref. # Jvfsff> Location: 1656 Sherwood Way SHT # 3 3 Eagan, MN DATE: 1'1 07 PROJECT DESCRIPTION: Support System n , f t _f/??=?5 t ox Gr,?l G 1131,o" LVL L V L , /. 8 E 28 5'o Fb o Fob ?P e. F/oo r ??s f 44If- a'/i h y Ty1p, 20kfN vrr: ? Gl sa - APA r.= Z-- s I/'g/' a FRI T D ,E.7- X2531 x,o' Ib-r1r' ss MOy C10:iS1 TM _ IJ7/?'I M? ??? (wee. PGJ ? I -A > Fer rgs fs a Gr c(S /? E F a F S (, ?a t' I7?IoW Pc?r?lle?/ GJO_.IIS uSe-_ Vii) 13/4Rx 1I7/e LVL do,bf, A,) a?> db t &j s'• I. ?. ?Sfi =. ?'?Id ? .3 Ghr,t ?/? „ ?H. c,?a..?e.? PDFPg#6 Aug. $. 2016 12:31PM TIM LEMKE CONST 6516029012 CityofEagii 3830 Pilot Knob Road Eagan MN 55122 Phone: (651)•675.5676 • Fax: (651) 675-5694 Date: tit04 's6' 71116 No, 2167 P. 2 Use BLUE or BLACK Ink For Office Use� Permit*: 1`�? �( v `�, Permit Fee: Date Received: Staff: 2016RESIDENTIAL BUILDING PERMIT APPLICATION Site Address: /ii sr/ $/fgWoO0 WAY Applicant is: Owner V Contractor I/Trye,ceS- Description of work: R ‘101.0151.141/174::.i, 3 W r NO rc+ s //'f 13e- Description Cost: ' r900 Multi -Family Building: (Yes _/ No V. 1 19_U City: t� fa.n a. Zip;. S tI O Phone: - II(12'Qt]o( Email: i D`t+rw6mt.�[m^1 Lead Certificate #: nPr! — asss3S c If the project is exempt from lead certification, please explain why: Hou Sr tit A% 1b0 rr.7 f Iy . VW- /983 COMPLETE THIS AREA ONLY IF CONSTRUCTING A NEW BUILDING In the last 12 months, has the City of Eagan Issued a permit for a similar plarfbased on a master plan? Yes _No If yes, date and address of master plan: CALL BEFORE YOU DIG. Call Gopher State One Call ail (651) 454-0002 for protection against underground utility damage, Cali 48 hours before you intend to dig to receive locates of underground utilities. www.gooherstateonecall.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 workauthorized by a building permit Issued In accordance with the Minnesota Slate Building Code must be completed within 180 days of permit issuance. x M Loot( 46.15,00.7-77,11.00- eout'is,fto w i++`* Applicant's Printed Name Applicant's Signature Page 1 of 3 Aug, $, 2016 12:32PM TIM LEMKE CONST 6 16029012 p No,2167 P. 3 L L, .S► r ,0v�;Y DO NOT WRITE BELOW THIS LINE VIV2- 3 SUBTYPES Foundation_ Fireplace Single Family — Garage w Multi _ Deck _,01 of_Plex _ Lower Level WORK TYPES New Interior Improvement _ � Addition Move Building 4 Alteration Fire Repair _ Replace_ Repair _ Retaining Wall DESCRIPTION Valuation Plan Review (25% 100% Census Code • # of Units # of Buildings Type of Construction 200(49 V0 REQUIRED INSPECTIONS Footings (New Building) Footings (Deck) Footings (Addition) Foundation Roof: Ice & Water Final Framing Fireplace: _Rough In Air Test )( Insulation Sheathing Sheetrock Fire Walls Braced Walls Shower Pan Reviewed By: Porch (3 -Season) Porch (4 -Season) — Exterior Alteration (Multi) Porch (Screen/Gazebo/Pergola) _Miscellaneous • Pool Accessory Building ExteriorAtteratiion (Single Family) _ Siding Reroof Windows Egress Window Demolish•Building' _ Demolish Interior _ Demolish Foundation _ Water Damage 'Demolition of entire building – give PCA handout to applicant Occupancy . Code Edition yylA,19®/s- 4- Zoning Stories Square Feet Length Width • MCES System SAC Units City Water Booster Pump PRV Fire Suppression Required Meter Size: • Final / C.O. Required X Final / No C,O. Required HVAC _ Gas Service Test Gas Line Air Test Pool; _Footings Air/Gas Tests ^Final Drain Tile Final Siding: _Stucco Lath Stone Lath _Brick Windows Retaining a : Footings Backfill _ Final Radon Control Fire Suppression: _Rough In ;Final Erosion Control 1( Other: 1 1 l 11-/- , Building Inspector RESIDENTIAL FEES Base Fee Surcharge Plan Review MCES SAC City SAC Utility Connection Charge S&W Permlt & Surcharge Treatment Plant Copies TOTAL w Page 2 of 3 PERMIT City of Eagan Permit Type:Building Permit Number:EA144648 Date Issued:08/03/2017 Permit Category:ePermit Site Address: 1656 Sherwood Way Lot:6 Block: 1 Addition: Brittany 2nd PID:10-15001-01-060 Use: Description: Sub Type:Windows/Doors Work Type:Replace Description:Two or More Windows/Doors Census Code:434 - Zoning: Square Feet:0 Occupancy: Construction Type: Comments:Improvements to the home require smoke detectors in all bedrooms. If altering window openings or installing Bay or Bow windows, call for framing inspection. Call for final inspection after installation. Carbon monoxide detectors are required within 10 feet of all sleeping room openings in residential homes (Minnesota State Valuation: 4,000.00 Fee Summary:BL - Base Fee $4K $103.25 0801.4085 Surcharge - Based on Valuation $4K $2.00 9001.2195 $105.25 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 - Michael D Supina 1656 Sherwood Way Eagan MN 55122 Scherer Brothers Lumber Company 9401 73rd Ave. N Suite 400 Brooklyn Park MN 55428 (952) 277-1600 Applicant/Permitee: Signature Issued By: Signature PERMIT City of Eagan Permit Type:Mechanical Permit Number:EA165933 Date Issued:12/01/2020 Permit Category:ePermit Site Address: 1656 Sherwood Way Lot:6 Block: 1 Addition: Brittany 2nd PID:10-15001-01-060 Use: Description: Sub Type:Residential Work Type:Replace Description:Furnace Comments:Carbon monoxide detectors are required within 10 feet of all sleeping room openings in residential homes (Minnesota State Building Code). Questions regarding electrical permit requirements should be directed to State Electrical Inspector, Mark Anderson at (952) Fee Summary:ME - Permit Fee (Replacements)$59.00 0801.4088 Surcharge-Fixed $1.00 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 - Michael D Supina 1656 Sherwood Way Eagan MN 55122 (651) 686-7006 Sedgwick Heating & Air Conditioning 1408 Northland Drive, Suite 310 Mendota Heights MN 55120 (952) 881-9000 Applicant/Permitee: Signature Issued By: Signature PERMIT City of Eagan Permit Type:Building Permit Number:EA172811 Date Issued:10/18/2021 Permit Category:ePermit Site Address: 1656 Sherwood Way Lot:6 Block: 1 Addition: Brittany 2nd PID:10-15001-01-060 Use: Description: Sub Type:Windows/Doors Work Type:Replace Description:One Window/Door Census Code:434 - Residential Additions, Alterations Zoning: Square Feet:0 Occupancy: Construction Type: Comments:Improvements to the home require smoke detectors in all bedrooms. If altering window openings or installing Bay or Bow windows, call for framing inspection. Call for final inspection after installation. Carbon monoxide detectors are required within 10 feet of all sleeping room openings in residential homes (Minnesota State Valuation: 1,500.00 Fee Summary:BL - Base Fee $1500 $62.50 0801.4085 Surcharge - Based on Valuation $1500 $0.75 9001.2195 $63.25 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 - Michael D Supina 1656 Sherwood Way Eagan MN 55122 Scherer Brothers Lumber Company 9401 73rd Ave. N Suite 400 Brooklyn Park MN 55428 (952) 277-1600 Applicant/Permitee: Signature Issued By: Signature