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2018-00435 - indoor pool
MMEM CITY OF ORONO ®* 1® 0 0 4 3 5 2750 KELLEY PARKWAY DATE ISSUED: 04/24/2018 ORONO,MN 55356- (952)249-4600 FAX: (952)249-4616 ADDRESS 2709 WALTERS PORT LA PIN 21-117-23-23-0045 LEGAL DESC WALTERS PORT LOT 004 BLOCK 003 PERMIT TYPE ACCESSORY STRUCTURE PROPERTY TYPE RESIDENTIAL CONSTRUCTION TYPE : POOL H r,1,Jp Po ` (wa-wr) ACTIVITY 329-STRUCTURES OTHER THAN BUILDINGS VALUATION $ 60,000.00 NOTE: SEPARATE PERMITS REQUIRED: MECHANICAL,AND ELECTRICAL(STATE) APPLICANT PERMIT FEE SCHEDULE 794.72 STATE SURCHARGE(VALUATION) 30.00 ATLANTIS POOLS 4321 68TH AVE N BROOKLYN CENTER,MN 55429 Payment(s) TOTAL 824.72 (763)560-0103 CHECK 2482 824.72 OWNER DUNKLEY,BILL&SUE 3405 ANNAPOLIS LANE N#100 PLYMOUTH,MN 55447- AGREEMENT AND SWORN STATEMENT The work for which this permit is issued shall be performed according to the approved plans and specifications,applicable City approvals,and the State Building Code. This permit is for only the work described and does not grant permission for additional or related work which requires separate permits. All provisions of laws and ordinances governing this type of work shall be compied with whether or not specified herein.This permit will expire and become null and void if construction authorized is not commenced within 180 days of the date of issuance,or if construction is suspended for a period of 180 days at any time after work has commenced. The applicant is responsible for assuring all required inspections are requested in conformance with the State Building Code.This permit may be revoked at any time for due cause. Applicant Permitee Signature Date Issued By 8 ature Date City of Orono - Building Permit Application for Swimming Pools and Hot Tubs ��1 V Mailing Address: Permit number: O PO Box 66 Crystal Bay, MN 55323-0066 Date received: Street Address: Received by: 2750 Kelley Parkway Plan review fee: /lp Orono, MN 55356 `gxESH��O (::501(f' Total Fee: Main: 952-249-4600 Fax: 952-249-4616 www.ci.orono.mn.us This application form must be completed in full and all required information must be submitted. Incomplete applications will be returned. (Please print) GENERAL INFORMATION: Job Site Address: 2 7v r CONTRACTOR/APPLICANT INFORMATION: Name: 'X7,_'-AA-r1_-:5 State License# Expiration Date: Phone: 763 — p — o/o'3 Fax: Address: /0,Aar7 73an dv&0_ A-' CitY:/47,0,14 IP: Contact Person: Contact's phone n Email: A)G/FGr4r�oSn.Si`1sfG.CD�`T Applicant is: Contractor Homeowner (Circle One) PROPERTY OWNER INFORMATION: Name: Phone (day): _ Mailing Address: '7O� 6,1A GT/z/LS �Z� ZIP: S X21 Email and/or Fax: �/ � ENGINEER INFORMATION: Name: Phone: Address: City: ZIP: Email: Fax: PROJECT INFORMATION: 1. Pool/Hot Tub Dimensiorgs: 4.Accessory to: F5. ype: 7. Retaining Walls? X �Ll feet 2. Heated? ❑ Singno le Family bove ground El yes _4K Height 3. Excavated materials will be: El Multiple Family/Condo *A buildin ❑ removed from site In-groundg permit is required ❑ Publicfor any wall 4-feet or greater in El used used on site n0, �}- Other(specify) height measured from the JR'bther:(specify) Ae- �+'� ❑ Commercial bottom of the footing to the top Total Cubic Yards ElIndustrial T f.L1� f the wall, even if it replaces B.Sewage Disposal& an existing wall. ***Any earth movement may require ❑ Other: (specify) Water Supply Tiered walls are considered MCWD review and permits. one wall unless they are Minnehaha Creek Watershed District(MCWD) Q-Public Sewer separated by twice the height 15320 Minnetonka Blvd Minnetonka,MN 55345 ❑ Private Sewer of the higher wall. Phone: 952-471-0590 Public Water Fax: 952-471-0682 G R�1 *`�rr��/ r� www.minnehahacreek.or E] R Private Well G Estimated Construction Value $ Q O , Packet Last Updated: April 2016 APR Page 22 CITY OF ORONO REQUIRED SUBMITTALS: All of the information must be submitted in order for your application to be processed: Not Enclosed Applicable ❑ Building Permit Escrow Agreement and Fees ❑ Plan Review Fee ❑ Completed Application Form ❑ Proposed Pool or Hot Tub Plans—2 sets, full-size, to scale ❑ Survey—2 full size, to scale (meeting ALL survey requirements) ❑ Hardcover Information ❑ Septic System Certification ❑ Minnehaha Creek Watershed District (MCWD) Permit or documentation from MCWD stating no permit is required ❑ Landscape Walls and/or Retaining Wall Plans ❑ Stormwater Pollution Prevention Plan ❑ Data Privacy Advisory Form APPLICANT ACKNOWLEDGEMENT: • Agrees to provide all information required or requested by the Planning&Building Departments; • Understands, if applicable, an as-built survey and as-built hardcover cover calculations, are required to be submitted after the project is complete( including final grading and landscaping)prior to refunding the escrow; • Certifies that the information supplied is true and correct to the best of his/her knowledge. The applicant recognizes that they are solely responsible for submitting a complete application being aware that upon failure to do so,the staff has no alternative but to reject it until it is complete; • Some or all of the information that you are asked to provide on this application is classified by State law as either private or confidential. Private data is information which generally cannot be given to the public but can be given to the subject of the data. Confidential data is information which generally cannot be given to either the public or the subject of the data. Our purpose and intended use of this information is to annually update our records and records of other governmental agencies required by law. If you refuse to supply the information,the permit may not be issued. /5Z_ Applicant's Signature: Date: Owner's Signature Date: Packet Last Updated: April 2016 Page 23 Shoreland District MCWD Permit Average Lakeshore Setback Bluff Met? Yes No Permit Number: 0 Yes 0 No O N/A 0 Ye No 0 0 N/A—see attached Setback: Stormwater Quality Existing Proposed Overlay District Tier Hardcover Hardcover Variance Required CUP Required circle one % and sf % and sf 0 Yes 0 No 0 Yes 0 No 1 2 3 4 5 Type(s): Type(s): Fees to be Charged YES NO Permit Plan Review State Surcharge Investigation Fee SAC—Number of SAC Units Other(specify) Square Footage $ per Square Footage Basement X = $ 1 st Floor X = $ 2nd Floor X = $ Garage X = $ Estimated Construction Value: POO Orono Inspections Required Work Requiring Separate Permits :Footing 0 Site 0 Plumbing 0 Grading/Filling 0 Poured Wall 0 Silt Fence/Erosion Control echanical 0 Fire 0 Foundation Survey 0 Hardcover Removal 0 Septic 0 Water Connection 0 Foundation Waterproofing 0 Other(specify) 0 Fireplace 0 Sewer Connection 0 Framing 0 Masonry 0 Lawn Irrigation 0 Insulation 0 Mfg. 0 Landscaping 0 As-Built Survey 0 Other(specify) Final 0 Lathe Required State Permits 0 Other(specify) 0 Well Electrical REMARKS (in-house): OFFICIAL REMARKS -TO BE NOTED ON PERMIT AND INITIALLED: 0 See Builder Acknowledgement Form 0 Prior to release of escrow money an as-built survey and hardcover calculations must be submitted and approved. Updated: October 2015 7Afnrmc\n1an ravialei nhonklicf 1!1_9(115 rtnev PLAN REVIEW CHECKLIST FOR NEW STRUCTURES / ADDITIONS Address: Permit No.: Description of wo C�0 (Q Date Recd: Septic review by: Date Approved: Zoning review by: Date Approved: Building review by: Date Approved: G Grading review by: Date Approved: Zoning District: Zoning File#: Reso#: Reso Date: Zoning: Lot Area: SF/AC Width: Lot Coverage: SF % Survey Submitted: 0 Yes 0 No Date of Survey: Revised date(?): Landscape plan submitted? 0 Yes 0 No Landscaper: Proposed Setbacks: Front(Lake) Rear(Street) ( N S E W ) ( N S E W ) Other Buildings Wetland Side Side Defined Height: Peak Height: FFE: FFE minus 6 feet= (Existing Contour) Perimeter(linear feet) = 50% = L.F. below grade Basement? 0 Yes 0 No, Stories FOR A BUILDING WITH A BASEMENT OR CRAWL SPACE: FOR A BUILDING ON A SLAB FOUNDATION: The distance between the lowest proposed Slab at or above grade— floor(of the basement or crawl space)and measure from highest existing START WITH the highest point of the roof. og to the highest point of the START WITH rgroof even if fill was brought in to elevate home. If you have a... SUBTRACTION • GABLE OR HIPPED ROOF(no Slab below grade—measure (BASED ON windows): Subtract half the distance from highest existing grade to the ROOF TYPE) between the highest point of the roof highest point of the roof. to the low point of the corresponding If you have a... gable or hipped roof SUBTRACTION ' GABLE OR HIPPED ROOF • GABLE OR HIPPED ROOF(with (BASED ON (no windows): Subtract half windows): Subtract half the distance ROOF TYPE) the distance between the between the top of the highest highest point of the roof to the low point of the window and the highest point of the roof corresponding gable or hipped roof • ALL OTHER ROOF TYPES(flat, GABLE OR HIPPED ROOF mansard,etc):No subtraction. (with windows): Subtract SUBTRACTION Subtract the distance between the half the distance between (BASED ON basement/crawl space floor and the the top of the highest EXISTING highest existing grade adjacent to the window and the highest GRADES) foundation OR 10 feet(whichever is less). point of the roof • ALL OTHER ROOF TYPES (flat,mansard,etc):No EQUALS Defined building height subtraction. Defined building height EQUALS Updated: October 2015 z:\forms\plan review checklist 10-2015.docx RONReviewed OO for Code C Compliance C' i P i of Oro Cardinal Pool Size: 24' X 44' Data ' to Pool Shape: RECTANGLE Reviewer ' Pool Number: PRT12O51 250 Route 61 South,Schuylkill Haven,PA 17972.570-385-4733 9 fax:570-385.1318•CustomerServlce@CardinalSystemsinc.com Bill of Materials PART NO. QUANTITY DESCRIPTION 'A' FRAME 12 'A' FRAME ASSEMBLY STEP 1 24' POURED STEP/BENCH W/ LT—SCREED—NEW STYLE STEP2 1 5' POURED CORNERBENCH W/ LINER TRACK—SCREED E GE STEP3 1 5' POURED CORNER BENCH W/ LINER TRACK—SCREED EDGE 554220OXXXO 2 Straight 5542 OOXXXI 2 ra 554280OWCN2 2 81 stralgh'tskimmer 554280OXXX2 7 ra 24' AUTOMATIC COVER TROUGH w __ w 3 f.6,---- i 8,-- 6' Z v 3 m 2' I 2'Z W W O M 14.1 cr 000 I i I ZWI.-- UWN 8 I I $ coo O wWa I I I Uig 24'-6" j10 I I WU� 0 (Yj0 I I ( =0Y0 O!Y In 80 I f' tof I Ia, 44' ----- I -------1 l 1 $ 8 ' N 6. N y0 I 12'-6" 24' POURED STEP/BENCR- 3'-4" W/ LT-SCREED-NEW STYLE **POURED IN PLACE CONCRETE** NOTE: THIS IS A NON DIVING POOL. Date: 3-16-18 Perimeter: 136'-0" HIM 0 Drawn By: CARISA Area: 1056.0 SQ. FT. ' " — r— " 1 41 -X. SCa e• 1 8 1 0 Notes:ATLANTIS caroln.lsyatemslnc.com FThis Information is the confidential Property of Cardinal Systems,Inc.Disclosure or duplication without proper written approval Is strictly prohibits&Acceptance and use of this drawing constitutes knowledge and acceptance by the user of the terms and conditions set forth in the notice and warning which accompanied this drawkV is incorporated hersin and made part heaof and Is found on Cardinal Systems,Ine's website at www.CordUatSyswmslnc.com - _.--•---____._.___._._..�. — .._ ---.— ____-_•__._ . _..___�.*_._--- •pis=.rAl� -rYPIQAI INSTAL AArI� ^NIOLC BRACKET °•' ALL VERTICAL 01VE MiD -.S'------'--• ,IRE TO FINISH GRADE.ulU 2'.09ER010 TAKEN FROM UNER PEW TRAGR TNRExD£0 4. THK, CONCRETE Roo (2) 5/8' NUTS DECK, SLOPE;R i/4' PER Fr, AWAY W,I POOL AtINI1dUA1 SLOPE I/R' PER FOOT j REVERSE ANGLE A%VAY rRov POOL rOf, v VIEW SHORT DECK BRACE tACLx (OPTIONAL) If OX cALVA-NIZCO EL K BRACE A SfEEI WALL PAN ` / -(OpTTONAL) '.l.tr' 3�/))8'0 A.�OX AIB, BOLT IN A HOLES- INSIDE ROW(NEXT TO 1 POOL) As A WINIAIVN TVRNBUCKLE•ANOtX •••I10TE: OPTIONAL j TREADED ROD �!� DRIVE. STAKE W/HOLES '�r, •f ,•' //\\ UNDISTURBED EARTH 2' BOTTOM ' wreRW \ / \\\� /\\ \� -~--6' CONTINUOUS CONCRETE.COLLAR --NOTCHED SHORT ANCLE j 2'x 8'x la' PATIO BLOCK AT EACH PANEL JOINT I NOTE: BACKFILL TO BE SMO, CRAVEL AND CORNER rOR OR OTHER }ION EXPANSIVE IATrRVL LEVEL)NO, AT CONTRACTORS OPTION ANS! 4lSPI--5 199;5 STANDARD SCLC:? CODE 1999 Table 421 , 1 1(2) STEEL EDITION' THIS BROCHURE�IS FOR ILLUSTRATIVE I PURPOSES LONE.',' 1 ' The monuracturar maker only lhaaa reprocanlotlons which aro stolati In its written warranty. Any other reproson1000ns, stalemsnls, or contracts made by the daolar and/or ; the contractor to the ouitomar regarding dny materials produced by the manufacturer are I r--- --- - -- ol(ributobla to the dooier and/or the'contractor only. The daolor or contractor who Balls ! lnstollotior)s to be in occordolTce or Installs your pool la on•Indapsndont contractor and not on agent or employee of the Imonufocturir, The construc(lon methods Illustrated ora suggo0ons and apply only to j L •„ilii Alollu/OCtures reCOrnMendotions normal 4Qround'condlUono, Thoro•ma be additional pr.coullons and/or mothoda of I j constrtfotions, Tho rasponsibllity is the contmotors, V' f ALL ITEMS FOUND ON THIS PACE APPLY TO AL .POOLS CONTAINED: IN ' THIS B00 _ - — — THE cONSTRUCfION METHODS ILLUSTRATED APPLY CORNER BRACKET ONLY TO NORMAL GROUND CONDITIONS IF UNUSUAL � SOIL CONDITIONS ARE ENCOUNTERED (I.E. H:31: P 3/8" x I" BOLT 4YITH — - ORGANIC MATERIAL., HIGH WATER LEVEL) ADDITIONAL / NUT & 2 11ASFIERS r — MEASURES MUST BE TAKEN TO PROVIDE SUBSURF4(. (TYP. 14 EA. CORNER) CONDITIONS WITHIN THE STRUCTURAL CAPABILITIES OF THE PANEL. ANY ADDITIONAL PRECAUTIONS OR METHODS OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. (NOTE: DECK SUPPORTS ARE Ay. OPTIONAL.) 3/8" x 1" BOLT WITH BIG VEE POOL DECK NUT & 2 WASHERS 6" RAD. INSERT _ 7 l (7 PER JOINT REQ RADIUS CORNER COPING � I WALL - STEEL 14 GA. TYPICAL CORNER DETAIL ;.. I W/2oz. (G235)GALVANIZING (RECTANGULAR POOLS) _ o J. ` !• a• v i in Z ! MIN. 6" THICK CONCRETE COLLAR !� 1 REO'D. AT BASE OF WALL PANELS i •% DRIVE ROOS THROUGH i HOLES IN PANELS I/ 3/8" x 2 1/2" BOLT W/NUT INTO UNDISTURBED EARTH. I 2" SAND OR VERM. CON I REINF. ROD SUPPORT j/ CURVED CORNER I SUPPORT MAY BE \ COPING BRACE TIE BOLTED TO THE ANGLE POST IN ANY OF THE PRE- \ UNDISTRUBEO-' PUNCHED HOLES. \ EARTH TYPICAL 1NALL 'BRACE ASSEMBLY BACKFILL SHALL BE FREE-DRAINING I — CLEAR GRANOULAR MATERIAL SUCH I AS SAND, TRACE CLAY OR TRACE SILT ; CORNER BRACKET TYP. LINER INSTALLATION DE 3/8" x 2" BENT BOLT CONCRETE DECK REO'D. 7 W/NUT & 2 WASHERS (7 PER JOINT) TYPICAL CORNER DETAIL t.— RIM-LOK COPING (GRECIAN POOLS) EXTRUDED ALUMINUM 112-14. x 1" SELF DRILLING PLANNING NOTES: FASTENER (18" O.C.} SET WIDTH OF POOL AT RIGHT ANGLES TO SLOPE FINISHED ELEVATION OF DECK TO BE 1'00" ABOVE , SURROUNDING GRADE VYNYL LINER PROVIDE•SWALE AROUND UP-HILL SIDE OF DRAIN. (HUNG) SURFACE WATER AWAY FROM POOL. i CONCRETE DECK SHOULD SLOPE MIN. 1/4" PER FOOT AWAY FROM POOL. PLOT PLAN FURNISHED BY OWNER TO SHOW POOL `�-POOL WALL PANEL LOCATION AND ENCLOSURE. RIM-LOK COPING DETAIL ELECTRICAL, PLUMBING AND FENCING TO CONFORM TO CARDINAL SYSTEMS ALL CODES. 250. R7, ei S. (570) 385-4733 OPTIONS EXTRA IF REQ'D. BY SITE C014DITIONS OR SCfiurlKaE HAVEN, PA. (570) 385-1318 fAx ! NOTE:.: i WHEN SPECIFIED BY OWNER. D"l- 4/Z 11 fllft R. DET. SH T I a•IEETS MININ4UM STANDARDS OF THE INTERNATIONAL RESIDENTIAL AT LEAST ONE ).LEANS OF EGRESS SHALL BE PROVIDED. SCALE: NONE UNG LINER STL. E00'Ll CJOF 2006 AG103.1(.4NSI/NSPI-5 2003) AND SOCA1996. OPTIONAL STAIRS OR LADDER _ NMI: SI_D ME NAME: CONSTCE= ry ` I'liREnOED ROD AF'RA IE: ASSEMBLY I TURNBUCKLE AF"RAMF• ASSEMBLY uy POWDER COATED' .' I ` .. PLATED . THREADED ANGLE BRACKET ROD— REVERSC ANCf.F J a VIEW j REVERE ANGLE VIEW THREADED LONG ANCLE: 48 ► It 1 1/2" x 1 1/2" x 39" 42 v � J i t GA. GALVANIZED ANGLE � • 1" rURNSUCKLE ANGL:'- 112 I o f 1 f A. GALVAN)ZEf.?�A.'.�;;;. ' oPrfoNA��,, 1/2" i .DRIVE STAKE' ------ _ � ,7—'—"`.-a- .._ o � 14 CA, GALVANIZED ANGLE f SROR �u ANG'E BEARING PLATE I 7 JA, GAI.V.ANI? x 24' 4"c 14 iGA, CALV• 112 12 12" 1 1120 ANGLE BEARING PLATE FD ANGL.. 1 !/2" x 1 1/2" x 24 7 1/2" x 4 1 ' ' 14 GA, GALVANIZED ANGLE: I¢ CA, CALV, n ; S6ARINC P T ► CSG -TR H N (s6 A% �hNT ) 1< AN(,�� CARDINAL. SYSTEMS - ` co a (D n Cl) I�II�F�1�%f C-) iz� Trn e a e Co • - e A . • zQ � o � a ,moi. CDO 'n t QD C� co O o r t FOD B « � I' (A1 PLAN REVIEW ry C�,pH�ECKLILST FOR NEW STRUCTURES /�A^DDITIONS Address: 2lo -1 'v u''w poy4- Lam ., Permit No.: 2bi p -00613 Description of work: ?cd eMLpWrt-- Date Rec'd: l u Septic review by: SMeY I- W(If ,/' Date Approved: Zoning review by: Date Approved: Building review by: Date Approved: Grading review by: N Pr Date Approved: Zoning District: LA-18 Zoning File#: 1-7 - IP Resolution? Yes Reso M Reso Date: I' L7'17 Signed: Yes No Resolution/NA Zoning: Lot Area: Igg5mfF/AC Width: Structural Coverage: SF % Survey Submitted: 0 Yes 0 No Date of Survey: Revised dateM: Landscape plan submitted? 0 Yes Landscaper: AW 0 No/ None proposed Proposed Setbacks: Front(Lake) Rear(Street) ( N S E W ) ( N S E W ) Other Buildings Wetland Side Side Buildinq Height Analysis: Distance Between First Floor and defined Top of Roof"(See"building height" (a) definition): First Floor Elevation from building plans): (b) Highest Existing ground level (per survey) or 10' above lowest ground level, M whichever is lower: Difference between b and (c)*: (d) DEFINED HEIGHT *If highest existing adjacent grade is above FFE-Height is(a)-(d): (e) *If highest existing adjacent grade is below FFE-Height is a + d Shoreland District MCWD Permit Average Lakeshore Setback Bluff Met? es 0 No Permit Number: 0 Yes 0 No 0 N/A 0 Yes 0 No 0 N/A-see attached Setback: Stormwater Quality Existing Proposed Overlay District Tier Hardcover Hardcover Variance Required CUP Required circle one % ands %and s t , Yes 0 No 0 Yes 0 No 2 3 4 5 1�`I' Type(s): Type(s): 2 0 c6v Updated: June 2017 z:\forms\plan review checklist 06-2017.docx Fees to be Charged YES NO Permit Plan Review State Surcharge Investigation Fee SAC—Number of SAC Units Other(specify) Square Footage $ per Square Footage Basement X = $ 1St Floor X = $ 2nd Floor X = $ Garage X = $ Estimated Construction Value: $ Orono Inspections Required Work Requiring Separate Permits 0 Footing 0 Site 0 Plumbing 0 Grading/ Filling 13 Poured Wall 0 Silt Fence/Erosion Control 0 Mechanical 0 Fire 0 Foundation Survey 0 Hardcover Removal 0 Fireplace 0 Water Connection 0 Framing 0 Other(specify) 0 Masonry 0 Sewer Connection 0 Waterproofing/Drain tile 0 Mfg. 0 Lawn Irrigation 0 Foundaticn Waterproofing 0 Other(specify) 0 Landscaping 0 Framing 0 Septic 0 Insulation 0 As-Built Survey 0 Final 0 Lathe Required State Permits 0 Other(specify) 0 Well 0 Electrical REMARKS (in-house): OFFICIAL REMARKS -TO BE NOTED ON PERMIT AND INITIALLED: 0 See Builder Acknowledgement Form 0 Prior to release of escrow money an as-built survey and hardcover calculations must be submitted and approved. Updated: June 2017 z:\forms\plan review checklist 06-2017.docx 9/21/2018 Letter View �O1V CITY OF ORONO 2018- 2750 KELLEY PARKWAY ORONO, MN 55356 00313 y�`gkFsxo�`�G` (952) 249-4600 FAX (952)249-4616 DATE ISSUED: 09/21/2018 ADDRESS: 2709 WALTERS PORT LA EXCELSIOR, MN 55331 PIN: 2111723230059 PERMIT TYPE: Residential Principal Structure Building Permit - Interior Remodel PROPERTY TYPE: Residential Lakeshore CONSTRUCTION TYPE: VB Residential or Commercial Un-Protected ACTIVITY: ADDI RESI REPA VALUATION: $ 85,000.00 APPLICANT DLM Construction, LLC 16281 Stemmer Ridge Road Shakopee, MN 55379- OWNER PERMIT FEE SCHEDULE STATE SURCHARGE (VALUATION): WILLIAM M & SUSAN K DUNKLEY 3405 ANNAPOLIS LA N #100 Description Amount PLYMOUTH, MN 55447 Building Permit Fee $991.72 Credit $-644.62 AGREEMENT AND SWORN STATEMENT Plan Review- Residential 65% $644.62 Surcharge Fee (.0005% of Valua $42.50 The work for which this permit is issued shall be Total Permit Fees $ 1,034.22 performed according to the approved plans and specifications, applicable City approvals, and the State Building Code. This permit is for only the work described and does not grant permission for additional or related work which requires separate permits. All provisions of PAYMENT(S): laws and ordinances governing this type of work shall be Payment Date Reference# Amount Paid complied with whether or not specified herein. This permit 09/21/2018 1931 $ 1,034.22 will expire and become null and void if construction authorized is not commenced within 180 days of the date of issuance, or if construction is suspended for a period of 180 days at any time after work has commenced.The applicant is responsible for assuring all required inspections are requested in conformance with the State Building Code. This permit may be revoked at any time for due cause. Applicant Permitee Signature: ISSUED BY: 0 / � September 21, 2018 ROGER PEITSO BUILDING OFFICIAL file:///C:/Users/ahentges/Downloads/Permit%20Approved%20(6).htm 1/2 CITY OF ORONO BUILDING PERMIT APPLICATION FOR NEW STRUCTURES OR ADDITIONS ��l V Mailing Address: Permit number: o�D l 8-VV 3/ O PO Box 66 zz Crystal Bay, MN 55323-0066 Date received: cJ— 5-1 g Street Address: Received by: yF L� 2750 Kelley Parkway Plan review fee: V 1,°Z ktstioOrono, MN 55356 !R_ 3/ Main: 952-249-4600 Total Fee: Fax: 952-249-4616 www.ci.orono.mn.us This application form must be completed in full and all required information must be submitted. Incomplete applications will be returned. (Please print) GENERAL INFORMATION: Job Site Address: Z-76 Will this be a Parade of Homes, Remodelers Showcase Home or other Display Home? ❑ Yes J;44% If yes,a special event permit is required with Police Department and City Council approval 60 days prior to the event. Shuttle bus service will be required unless applicant demonstrates sufficient on-site parking is available. Non-permitted events will not be allowed. CONTRACTOR/APPLICANT.INFORMATION: Name: 'k,,b L V6c-sr-(y, _ \-)L- State L _k���,�✓csf7.�-.! State License# 3 C S 7 b(2 Z Expiration Dat—�-31^/g Phone: (cell) (office) Mailing Address: re,►t,,1 1p�p. Cit ZIP: Contact Person: Applicant is: ontracto / Homeowner (circle One) Email and/or Fax: C PROPERTY OWNER INFORMATION: (.Q' —�`) Name: 5 za- C, , Q Phone(day): &1.7 _ ZI Address: Z7i} �j t.� 5 "alk City: p(L,p.z, ZIP: Email and/or Fax ARCHITECT I ENGINEER INFORMATION: Name: X A�A Phone(day): DZ 7 9 Address: City: ZIP: Email and/or Fax: PROJECT INFORMATION: Descri tion ofproject: 1.Type of Project 2. Proposed Use 3. Structure Type 4. Sewage Disposal& Water Supply ElNew Construction ElSingle Family with ElAccessory Bldg./Garage Addition attached garage ❑ Deck ❑ Public Sewer ❑Accessory Building ❑ Single Family with ❑ Office/Commercial ❑ Relocation detached garage ❑ Residence ❑ Private Sewer ❑ Other:(specify) ❑ Multiple Family/Condo ❑ Retaining Wall(s) ❑ Public 4-feet or greater ❑ Public Water "Any earth movement may also require ❑ Commercial ❑ Storage MCWD review&permits. ❑ Industrial ❑Warehouse ❑ Private Well Minnehaha Creek Watershed District(MCWD) ❑ Other: (specify) ❑ Other(specify) 15320 Minnetonka Blvd Minnetonka, MN 55345 Phone: 952-471-0590 Fax: 952-471-0682 www.minnehahacreek.or Estimated Construction Valuation (excluding land) $ MAR 2 12018 i Last Updated: January 2016 CITY OF ORONO STRUCTURE INFORMATION: 1.Structure Dimensions 1.Structure Dimensions(continued) a. Length(ft.)= 'S7 Number of bedrooms= Ir.) 2. Occupancy: b.Width(ft.)= Number of garage stalls: 3. Occupant Load: Areas in square feet Attached= c. Basement= Detached= 4. Type of Construction: d. 1st Story = e.2nd Story= 5. Code Edition: f. '/z Story = g.Total Area= REQUIRED SUBMITTALS: All of the information must be submitted in order for your application to be processed: Not Enclosed Applicable ❑ ❑ Building Permit Escrow Agreement and Fees ❑ ❑ Plan Review Fee 1491- ❑ Completed Application Form L;k— ❑ Proposed Building Plans—2 full size sets,to scale and 1 reduced 11 x 17 or 8%x 11 set ❑ Minnesota State Energy Code Calculations and Mechanical Code Requirements ❑ ❑ Survey—2 full size,to scale(meeting ALL survey requirements) ❑ ❑ Hardcover Calculations ❑ ❑ Septic System Certification ❑ ❑ Minnehaha Creek Watershed District(MCWD)Permit or Documentation from MCWD stating no permit is required ❑ ❑ Landscape Walls and/or Retaining Wall Plans ❑ ❑ Stormwater Pollution Prevention Plan SWPPP ❑ ❑ Access Permit ❑ ❑ Data Privacy Advisory Form APPLICANT/OWNER ACKNOWLEDGEMENT: • Agrees to provide all information required or requested by the Building Department; • Agrees to pay the City of Orono for engineering consultant review costs in excess of$500; • Certifies that the information supplied is true and correct to the best of his/her knowledge. The applicant recognizes that they are solely responsible for submitting a complete application being aware that upon failure to do so,the staff has no alternative but to reject it until it is complete; • Acknowledges the Escrow Agreement is completed and signed; • Understands some or all of the information that you are asked to provide on this application is classified by State law as either private or confidential. Private data is information which generally cannot be given to the public but can be given to the subject of the data. Confidential data is information which generally cannot be given to either the public or the subject of the data. Our purpose and intended use of this information is to annually update our records and records of other governmental agencies required by law. If you refuse to supply the information,the application may not be issued. • Agrees that in the event that weather or other conditions prevent the completion of an as-built survey at the time the Certificate of Occupancy is requested,a temporary Certificate of Occupancy may be issued upon receipt of a$10,000 escrow to ensure completion of the as-built survey and all site Improvements. Applicant's Signature: Date: Owner's Signature: Date: Last Updated: January 2016 V 11 �_'l, � - �F"f r am •?. h tl ;� e ��-7.x.s:. ` aFx 6 imp � Y k u , � � � c,p f rte ,.- z 7 ✓�, �' t• ` l y , 9 V � ,x. r Ora }.,• r w ��' ., - u¢a.- a w , AM� 4 fin,. . r„is s t�. r -r � M rx a. r-, r rid ,. GABLE AND SIDEWALL ELEVATIONS urw.ucc.t tattnre now Won swm cum >a 3V-r . ,Sao w.rostmms taws.o[runt ��s.a OW a o OW 91 n tKtaTO m. K orwos.ae wm W'' .AM N K 10 OMR SOC Oa,Ol0o1K wmm To Lam C� Cf0 cm mw*own N C mi;n—an67t 10 tK AM,t M moon o„w 04M o 6tttw Myr by*owe 1w Klvlwk r t0 CKME 1..� . L t Cr07 M,ATTACHM R i - F GARDEN PRAIRI Joe DUNKLEY RESIDENCE POOL & SPA ENCLOSURES I nes:MY.m amtds«-ua 2709--WAITERS Parr u+.----D CEL"- M ss33r ams r w OiaOpt rAta1[.tt I"poli am-l 1!;54 g � O X / c U) / / M _ 13 / © c5�'� O ,tJr U) 0 31 /� O D ~_ CD © g $ �5'-7- 6. i} r - I o0 dgoo m 1 , w a$ co 23'_-- ��aoo P. — 3' N r- O i N m f0(0 �g w o c cn �E: iwo Mo 0 S) O• �� 0 ��• q 3" Y r M 3 g cf) m 0' m1319. z m `c,19ArOff, DESIGN BY: Bill & Sue Dunkley Paul Thomas Design o-9400 Date: 2709 Walters Port Date: 2-2-18 Orono,MN 55391 FLOOR PLAN larr rgXw�pwC r-w oloo r.r ►ysPor 88 oa.o0a F i ALL►A$MNM SMALL R SGNNLSi p� CA.0000 oa COON O.G.OOON om OOON OA.COON CA OOON toi K Uma ac saa a OO vlmm N[ASSIIR. VOUCH O►PAM w AM TO K TO OA OOON %'-f�'baw TIC CCSt SPOCL FLASHIMS TO COR NOT SlAwm ofCCIL emmALL SlMMCVWft PSR AMC 0 IO owsm so PORTION f q0 ►0i almillow PON !'OiO010MlUNOCT TO LOCAL COOLS FIMMOS ON OF OMPS OW 000tH PMP GARDEN PRAIRIE NaK pUNKLEY RESIDENCE ,., POOL & SPA ENCLOSURES ��_„ NnsoNa P.[ Omrs. on How.30 [:wm s�Qis ... W-4253� ..+..P ZM--WALTM PW LN:---EXCELSM YW 55ml ..+ New Construction Energy Code compliance Certificate Per R401.3 Ceriftgte.A big cenificale shall beDate Certificate Po sl on or in file eedrical disfrubutiai panel Maii"rrtg Address of the Dwelling or Dwetfing Unit City Name of Residential Contractor MN License Number HERMAL ENVEL PE DON ONTR L M Type:Check All That Apply Passive(No Fan) �'iT/f>iT�i F'c'flTiJb Z m or other system monitoring a j m ovation(or future location)of Fan_ a a C 1 o < Insulation Location o U it m m — c lir o� m :2 M z u u u. u-- it cc Other Please Describe Here Below tM,ere Stab Foundation VM Perimeter of Slab on Grade Rim Joist(1st Floor) IIII Rim Joist(2nd Floor+) Walt Ceiling.flat } Ceiling,vaulted 1 Bay Windows or cantilevered areas Floors over uncondlitioned area describe other insulated areas f Building envelop airtightness: Duct system air tightness: Windows&Doom Hftemaoung -Cooling Ducts Outside Cotditioned S sea Average U-FaCW(excludes s fights and one door)U: Not applicable,all ducts located in contfit'ioned space ! Solar Heat Gain Coefficient(SHGC): R-value Make-up Air Select a Type Appliances Heating System DomesticWater Cooling System Heater Not required _L� l�- C per meth.code Fue:Type IV ivt�l� 5 Re(.�r ie Passive Lt +' u Manufacturer �ttn� C Aq� Q; q �► Powered to,1 t� N i Z t T i►G Interlocked whit exhaust device. model V14AAMC C1%TAL0CYg'a1 ����1TFt��fJp Describe: ©i1 ir Input in 0o'cor- CapaGry in output Other,describe: Rating or Size t=yr„� STUS: -So d00 Gins in Tons: 66A 4" Ar-VE or 45`1. SEER /1 Location of duct or system: Efficiency IpWw�r HSPF4c g� •� iEER ` �(j Heating lass Heating Gain Cooling Load Residential Load Gaicutati �}o chn's "round duct OR "metal duct Describe any additional or combined heating or cooling systems if installed:(e.g.two furnaces or air R"bon Air Select a Type source heat pump with gas back-up furnace): Not required per mesh.code Select Type sive Heat Recover Ventilator(HRV) Capacily in dms. Low: High: er.describe: Energy Recover Ventilator(ERV)Capacity in cfms: Low a l)a High: � i3 of duce or system: Balanced Ventilation capacity in cfms: Location of fan(s).describe: I Cfm's Capacity continuous ventilation rate In ctms: "round duct OR Total ventilation(intermittent+continuous)rate in cfms: "metal duct Builders Associaton of Minnesota version 101014 JWV Regards, Paul T.Vogstrom Paul Thomas Design Build, LLC 612-250-9400 www.Pau[ThomasDesignBuild.com On Sep 7,2018, at 9:31 PM, Eric Vogstrom <eric@vogstrom.com>wrote: How soon can you get these items to Roger? Sent from my Whone 2 Roger Peitso From: Vogstrom <vogstrom@gmail.com> Sent: Thursday, September 13, 2018 2:52 PM To: Roger Peitso Cc: vogstrom@gmail.com Subject: Re: 2709 Walters Port Roger, Can you please issue this permit today. We talked yesterday I told you the Engineeer will do a site visit verifying all connections to house and roof. He will write a letter stating any additions or revisions to attached drawings.This is new structure for both of us I know we will miss some details not clear on drawings from manufacture.So I feel it's best to have Gary to a site visit. See note on his revised engineering. (lower right corner on attached drawings) I submitted last week. I know your busy this is why I want to have this liability primarily on Gary Reinhold licensed Engineer 1 On Sep 7, 2018, at 9:26 PM, Sue Dunkley<sdunkley@kidsquest.com>wrote: Whoops Sent from my iPhone Begin forwarded message: From: Roger Peitso<rpeitso@ci.orono.mn.us> Date:September 7, 2018 at 12:45:14 PM CDT To: 'Vogstrom'<vogstrom@gmail.com> Cc:Jeremy Barnhart<]barnhart@ci.orono.mn.us>, Dustin Rief <drief@ci.orono.mn.us>,Sue Dunkley<sdunkley@kidsquest.com>, Melanie Curtis<MCurtis@ci.orono.mn.us>,Christine Mattson <CMattson@ci.orono.mn.us> Subject:2709 Walters Port Paul, I have looked at your engineering for the pool roof structure attachment to the house and I cannot accept the submittal from Gary Reinhold P.E. Reg. No.018551, signed 7/31/18.There are no details for fasteners for the ledger and no details for the connection of the aluminum girders of the pool structure and how they are attached to the ledger. The following items must be addressed in writing before a permit can be issued. 1. Provide a cross sections/plans of the wall and the roof areas where the house and the pool structures meet. How the structures are connected to each other and the following details must be on the cross section/plans. a. Fasteners,size, locations,amounts to be used and pattern. b. Flashing details of the roof and wall connections including sheathing, exterior finishes and materials to be used. c. Any other details that are needed for attachment of the pool structure to the addition such as brackets, modification of any framing members, drilling of holes and systems that may need to be used. d. The structural analysis of these designs shall be completed and signed by an engineer registered in the State of Minnesota. Any questions please don't hesitate to call. Sincerely, City of Orono Roger Peitso 3 Building Official Phone:952-249-4600 Direct: 952-249-4625 Email: rpeitso@ci.orono.mn.us Fax: 952-249-4616 <image001.jpg> 4 Melanie Curtis From: Vogstrom <vogstrom@gmail.com> Sent: Monday,July 16, 2018 1:43 PM To: Melanie Curtis; Roger Peitso Cc: Sue Dunkley;Jeremy Barnhart; Mark Gronberg; Eric; Bill Dunkley Subject: Re:Walters port Thank you very much! We decide we will lower roof area in question. I will submitted Engineered drawings detailing truss modification. We will wait till that is approved before any framing is done or modified. Regards, Paul T. Vogstrom Paul Thomas Design Build, LLC 612-250-9400 www.PaulThomasDesignBuild.com On Jul 16, 2018, at 12:59 PM, Melanie Curtis<MCurtisgci.orono.mn.us>wrote: Sue We have discussed the Stop Work parameters... as you requested, the plumbing and HVAC contractors may resume working. Please note, all building and framing activity must remain at a STOP until further notice from the City. Let me know if you have any further questions. Thank you Melanie i CITY OF ORONO „ Set To f9U)249- 27W Ko#ey Pukw4y P0,Sass 66 FAW NS21249-4616 y "�ESiitJ4Or ,ASN to i rylt �3+y.MN 5,53231 0 'msr. a � - July 16,2018 Paul Vogstrom DCM Construction 10231 Beebe Lake Road Hanover, MN 55341 RE: Dunkley Addition 2709 Walters Port Lane Permit#2017-01586 We have completed our review of the approved and as constructed plans for the above project and find the following items must be addressed in writing before the Stop Work order can be lifted. 1. Roof trusses from R-2 through R-7 are higher than the approved variance plans.Starting at roof truss R-2 the roofline is 19"too high tapering into the roof line at truss R-7.This is probably due to the fact the bonus room above the garage was originally designed to be 17'-6"wide and was constructed to be 26'-4".This is not approved and must be lowered. 2. Provide accurate construction plans that reflect current construction conditions including new corrections to roof line,cross sections reflecting floor systems, ledgers,wall heights,accurate floor truss heights and a cross section dimensioned from top of footing to top of house.Also accurate "scale" designation for all details. 3. Provide engineering for the ledger boards attached to the inside of the foundation walls for the floor system and any beams or girders that are part of the floor system over the basement cap or tied into the foundation. 4. Provide engineered correction for the TA's set directly on the poured concrete walls at walkout side of basement.Also, provide approval from the TA manufacturer for the correction. Please don't hesitate to call if you have any questions. Regards, City of Orono X01, ;.,4 oea Roger Peitso Building Official City of Orono Direct:952-249-4625 Email: rpeitso@ci.orono.mn.us Fax:952-249-4616 Cc:Via email,Jeremy Barnhart, Dustin Reif,Sue Dunkley,Melanie Curtis,Christine Mattson. Christine Mattson From: Vogstrom <vogstrom@gmail.com> Sent: Friday,April 06, 2018 2:13 PM To: Christine Mattson Cc: Roger Peitso; Melanie Curtis Subject: Re:2709 Walters Port Lane/#2017-01586 Still working with truss company for final details. Will have it by end of next week. Regards, Paul T. Vogstrom Paul Thomas Design Build, LLC 612-250-9400 www.PaulThomasDesijznBuild.com On Apr 6, 2018, at 11:15 AM, Christine Mattson<CMattson@ci.orono.mn.us>wrote: Hi Paul, Please provide us with the roof detail and cross-sections early next week for our review. Also,when you drop them off, please bring in the current site copy of the building plans so I can give you amended site plans to take back to the property. Don't hesitate to contact me with any questions. Christine Mattson Planning Assistant City of Orono 2750 Kelley Parkway I Orono ( MN 155356(physical address) PO Box 66 I Crystal Bay I MN 155323-0066(mailing address) 9 952.249.4620 I A 952.249.4616 ®cmattson@ci.orono.mn.us I -1� www.ci.orono.mn.us Office Hours: Monday- Friday 8 am to 4:30 pm PLEASE NOTE: Summer Office Hours start Monday,May 21,2018 Monday-Thursday: 7:30 am to 5 pm/Friday 7:30 to 11:30 am OUR OFFICE WILL BE CLOSED: Monday, May 28, 2018(Memorial Day) From: Paul Vogstrom [mailto:voestrom@gmail.com] Sent:Thursday, March 22, 2018 4:30 PM 1 To:Christine Mattson<CMattson@ci.orono.mn.us> Cc: Roger Peitso<rpeitso@ci.orono.mn.us>; Melanie Curtis<MCurtis@ci.orono.mn.us> Subject: Re: 2709 Walters Port Lane/#2017-01586 Thank you everyone! I really appreciate you reviewing this so fast. I will get roof details by the first week in April. 0 =- Virus-free. www.avast.com On Thu, Mar 22, 2018 at 4:14 PM, Christine Mattson<CMattson&ci.orono.mn.us>wrote: Paul, i We have reviewed the revised elevation views and are lifting the stop work order. You may proceed with framing. Please note we are still in need of cross sections and a roof detail. Please advise when those will be available. E E i E Roger will review the updated floor plans submitted. After he has completed his review I will have you bring in the current site copy so we can exchange the necessary pages. Please don't hesitate to contact us if you have any questions. i i Christine Mattson Planning Assistant City of Orono I 2750 Kelley Parkway Orono ( MN J 55356 (physical address) E PO Box 66 J Crystal Bay MN J 55323-0066 (mailing address) 2 952.249.4620 J 8 952.249.4616 ® cmattsongci.orono.mn.us j www.ci.orono.mn.us Office Hours: Monday -Friday 8 am to 4:30 pm 2 Regards, Paul T. Vogstrom 612-250-9400 http://paulthomasdesignbuild.com 3 Christine Mattson From: Christine Mattson Sent: Friday,April 06,2018 11:15 AM To: 'Paul Vogstrom' Cc: Roger Peitso; Melanie Curtis Subject: RE:2709 Walters Port Lane/#2017-01586 Hi Paul, Please provide us with the roof detail and cross-sections early next week for our review. Also,when you drop them off, please bring in the current site copy of the building plans so I can give you amended site plans to take back to the property. Don't hesitate to contact me with any questions. Christine Mattson Planning Assistant City of Orono 2750 Kelley Parkway I OronoMN 155356(physical address) PO Box 66 I Crystal Bay I MN 155323-0066(mailing address) 9 952.249.4620 I A 952.249.4616 ® cmattson@ci.orono.mn.us I -1� www.ci.orono.mn.us Office Hours: Monday- Friday 8 am to 4:30 pm PLEASE NOTE: Summer Office Hours start Monday,May 21,2018 Monday-Thursday: 7:30 am to 5 pm/Friday 7:30 to 11:30 am OUR OFFICE WILL BE CLOSED: Monday, May 28,2018(Memorial Day) From: Paul Vogstrom [mailto:vogstrom@gmail.com] Sent:Thursday, March 22,2018 4:30 PM To:Christine Mattson<CMattson@ci.orono.mn.us> Cc: Roger Peitso<rpeitso@ci.orono.mn.us>; Melanie Curtis<MCurtis@ci.orono.mn.us> Subject: Re: 2709 Walters Port Lane/#2017-01586 Thank you everyone! I really appreciate you reviewing this so fast. I will get roof details by the first week in April. �Q Virus-free. www.avast.com On Thu, Mar 22, 2018 at 4:14 PM, Christine Mattson<CMattson2ci.orono.nm.us>wrote: 1 Paul, t We have reviewed the revised elevation views and are lifting the stop work order. You may proceed with framing. Please note we are still in need of cross sections and a roof detail. Please advise when those will be available. Roger will review the updated floor plans submitted. After he has completed his review I will have you bring in the current site copy so we can exchange the necessary pages. i f E Please don't hesitate to contact us if you have any questions. { Christine Mattson Planning Assistant City of Orono 2750 Kelley Parkway Orono MN ( 55356 (physical address) PO Box 66 ( Crystal Bay 1 MN 55323-0066 (mailing address) I 2 952.249.4620 1 A 952.249.4616 ® cmattson@ci.orono.nm.us 1 -t www.ci.orono.mn.us t i Office Hours: Monday - Friday 8 am to 4:30 pm i Regards, Paul T. Vogstrom 612-250-9400 http://paulthomasdesicinbuiId.com 2 Christine Mattson From: Paul Vogstrom <vogstrom@gmail.com> Sent: Thursday, March 22, 2018 4:30 PM To: Christine Mattson Cc: Roger Peitso; Melanie Curtis Subject: Re: 2709 Walters Port Lane/#2017-01586 Thank you everyone! I really appreciate you reviewing this so fast. I will get roof details by the first week in April. Virus-free. www.avast.com On Thu, Mar 22, 2018 at 4:14 PM, Christine Mattson<CMattson(&ci.orono.mn.us>wrote: Paul, We have reviewed the revised elevation views and are lifting the stop work order. You may proceed with framing. Please note we are still in need of cross sections and a roof detail. Please advise when those will be available. Roger will review the updated floor plans submitted. After he has completed his review I will have you bring in the current site copy so we can exchange the necessary pages. Please don't hesitate to contact us if you have any questions. Christine Mattson Planning Assistant City of Orono 2750 Kelley Parkway Orono j MN 155356 (physical address) PO Box 66 Crystal Bay ? MN 55323-0066 (mailing address) 9 952.249.4620 1 A 952.249.4616 1 E cmattsonga,ci.orono.mn.us 11 -t www.ci.orono.mn.us Office Hours: Monday- Friday 8 am to 4:30 pm Regards, Paul T. Vogstrom 612-250-9400 http://paulthomasdesignbuild.com z Christine Mattson From: Christine Mattson Sent: Thursday, March 22, 2018 4:15 PM To: 'Vogstrom' Cc: Roger Peitso; Melanie Curtis Subject: 2709 Walters Port Lane/#2017-01586 Paul, We have reviewed the revised elevation views and are lifting the stop work order. You may proceed with framing. Please note we are still in need of cross sections and a roof detail. Please advise when those will be available. Roger will review the updated floor plans submitted. After he has completed his review I will have you bring in the current site copy so we can exchange the necessary pages. Please don't hesitate to contact us if you have any questions. Christine Mattson Planning Assistant City of Orono 2750 Kelley Parkway ! Orono I MN 155356(physical address) PO Box 66 1 Crystal Bay I MN 155323-0066(mailing address) 2 952.249.4620 I A 952.249.4616 ® cmattson@ci.orono.mn.us -1� www.ci.orono.mn.us Office Hours: Monday- Friday 8 am to 4:30 pm CITY OF ORONO ` _�",re^[-t AU,::Ire•st htd�,r.i!U`tc• x. . .. , ;r-. C "ru.. Iqc.. Y535G .0,4,t ,- August August 27,2018 Paul Vogstrom DCM Construction 10231 Beebe Lake Road Hanover, MN 55341 RE: Dunkley Addition 2709 Walters Port Lane Permit#2017-01586 We have completed our review of the approved and as constructed plans for the above project and find the following items must be addressed in writing before the Stop Work order can be lifted. Provide cross section detailing ledgers for floor system. a. Engineer analysis of floor system by an engineer registered in the State of Minnesota detailing: A. Bolt spacing,size,type and embedment. B. Nuts,washers,size and type. C. Hanger's type and fasteners used. D. Ledger materials Provide flashing details for flat roof and materials being used and fixes from the Truss Company or new engineering for replacement trusses from manufacturer. Provide copies of the Braced Wall plans with updated changes to room size in bonus room. Provide beam sizing for all other openings not called out on current plan submitted. Call out exterior finishes for addition.What are you using,stone or stone veneer,cedar shingles or shingle panels? Fascia and exterior trim details materials being used. Provide engineered correction for the TJI's set directly on the poured concrete walls at walkout side of basement.Also, provide approval from the TJI manufacturer for the correction or installation documentation from the manufacturer that the install is correct. Provide cross section with details of all materials being used,type and sizes.Studs,exterior sheathing,finishes, insulation,gypsum board,floor sheathing and any other materials being used for construction not mentioned. Please don't hesitate to call if you have any questions. Regards, City of Orono 4�� �� Roger Peitso Building Official City of Orono Direct:952-249-4625 Email: rpeitso@ci.orono.mn.us Fax:952-249-4616 Cc:Via email,Jeremy Barnhart, Dustin Reif,Sue Dunkley, Melanie Curtis, and Christine Mattson. CITY OF ORONO :,, - w 1'r h".. - 11+ January 24,2018 Paul Vogstrom DCM Construction 10231 Beebe Lake Road Hanover,MN 55341 RE: 2709 Walters Port Lane Orono, MN We have completed a preliminary plan review for the above-captioned project and find the following items that must be addressed in writing before a permit can be issued. 1. Provide details for connection of wood structure to the pool structure. A. Roof line overview B. Cross section of the area where the wood and aluminum construction meet. C. Connection details at roof lines wood to aluminum and flashing details. D. Details where floor line meets aluminum construction. E. Need plans and engineering for aluminum pool structure. 2. Braced wall plan is incomplete, provide information below or structural engineering from a licensed engineer registered in the State of Minnesota. A. What braced wall system is being used? B. Provide details for each braced wall line calculation. C. No braced wall line shown through interior of structure. 3. Provide engineering for the 4-14" LVL's from lakeside exterior wall to garage wall regarding shear, racking, loading,supports,footings and connections. 4. Provide heating,cooling and ventilation calculations for pool structure and rest of addition. S. Provide energy compliance certificate. Please don't hesitate to call if you have any questions. Regards, City of Orono 404C.,4 �) Roger Peitso Building Official City of Orono Direct:952-249-4625 Email: rpeitso@ci.orono.mn.us Fax:952-249-4616 Cc:Sent via email,Christine Mattson,Jeremy Barnhart,Sue Dunkley,Mark Hauri, Eric Vogstrom Engineering Calculations C C S I INTE9.1,1471011.11- 111C. Dunkley Residence 57FT 2-3/41N X 33FT-71N ENCLOSURE-CCSI BUILDING 2709 Walters Port Lane Excelsior, MN 55331 - Hennepin County February 15, 2018 MEI PROJECT ID: MN0535513-18V0 TABLE OF CONTENTS I hereby certify that this plan, specification, App 1. LOADING CALCULATIONS or report was prepared by me or under my direct supervision and that I am a duly CONNECTION DESIGN CHECK Licensed Professional Engineer under the App 2. FEM ANALYSIS &GRAPHICS laws of the St to of Minnesota C E.Mark Malouf,PE Minnesota License#22133 972-783-2578 ext. 106 mmalouf@maloufengineering.com (LKN) 2/15/2018 MALOUF ENGINEERING INTL.,IN(. piq - I RECEIVED ah► MAR 21 2018 CITY OF ORONO 17950 PRESTON ROAD,SUITE 720 DALLAS,TEXAS 75252 • TEL.972-783-2578 FAX 972-783-2583 www.maloufengineering.com r#W -- ( # k&E-- Waw MEMBER COSI INTERNATIONAL DUNKLEY RESIDENCE APPENDIX 1 LOADING CALCULATIONS CONNECTIONS DESIGN CHECK MALOUF ENGINEERING INTEL,INC. MEI PROJECT ID MN05355B-18V0-02/15/18-Pg. 2 This report is not to be reproduced or copied in whole or in part without MEI's written consent.2018,MEI,Inc.0 ALLYtl m. 4 ■AloaFtMWrMniiwOt WE PROJECT NO.: MN05355B-18V0 ENGINEER: LKN TITLE: LOADING CALCULATIONS CHECKED: HML _ DATE: 2/14/2018 DESCRIPTION: DUNKLEY RESIDENCE SITE APPROVED BY: MM Page 1 Site Name Dunkley Residence Site Site Location Excelsior, MN. ( Hennepin County ) Local Building Code MNBC 2015 International Building Code IBC - 2012 ASCE Standard ASCE 7-10 The following loading calculations are based on the above outlined Codes)/Standard(s) to determine the loading involved be used in the Structural Analysis. Overall Dimensions Length of Building Lbldg:= 57•ft+ 2.75-in Width of Building Wbldg:= 33•ft+ 7.00-in Width of Building 2 Wbldg2 0•ft+ 0.00-in BUILDING DIMENSIONS Height of Building Hbldg 24.00•ft+ 0.00-in Wall Height Cht:= 12.00•ft+ 10.0625•in Frame SDacinq Frame Spacing Fs:= 8.146-ft (Tributary Width) Fs2:= 0.50-Fs No. of Frames of:= 8 doifFo "W" Typical Building Views " Side(s), Front & Back " MN05355B-18V0_I BC-12_Loading.)ancd MUdiMRIMw- PROJECT HO.: MN05355B-18V0 ENGINEER: LKN TITLE: LOADING CALCULATIONS CHECKED: HML _ DATE: 2/14/2018 DESCRIPTION: DUNKLEY RESIDENCE SITE APPROVED BY: MM Page 2 Building Type = Not habitable / Similar to Greenhouses & Lath Houses Loading Design Criteria: IBC/ASCE 7 - Design Requirements / Criteria Live Loads: Roof loads LLrf:= 20.0•psf Ground Snow Load GLsnow 50.0•psf Floor Load NA Wind Loads: Wind Speed (Ultimate) Vult:= 115 mph Exposure Category D Importance Factor I:= 1.00 Risk Category II Terrain Category I Seismic Spectral Response Ss:= 0.050 g Parameters: Short Period Importance Factor IE:= 1.00 Occupancy Category I Site Class D (default when unknown) Response Modification Rcoef:= 3.5 Coefficient Dead Loads: Determined from materials data used in construction of the Enclosure building. ROOF: The roof is tapered from the ridge to the edges, with Glass panels, Aluminium Purlins, light fixtures & extras: DLrf:= 4.50•psf - M i n WALLS: The walls are made of glass panels, aluminium framing and attachments: DLwl:= 4.50•psf - M i n FLOOR: Not part of Structure frame itself TOTAL BUILDING WEIGHT: WTbldg 14.3-kip From (FEM) Model Momres WTbldg'Wb2 Momres= 240.121-ft_K 2 MN05355B-18V0_I BC-12_Loading.xncd NugFtUG1�61NICURt.�M[ PROJECT NO.: MN05355B-18V0 ENGINEER: LKN TITLE• LOADING CALCULATIONS CHECKED: HML _ DATE: 2/14/2018 DESCRIPTION: DUNKLEY RESIDENCE SITE APPROVED BY: MM Page 3 Uniform Loadina to be applied to the Finite Element Model Purling Spacing - 1 pspl := 30.51-in Purling Spacing - 2 Psp2 Pspl'0.50 Dead Load Uniform Loading / Purlings Wtrfj := DL'rf-Pspl Wtrfj = 11.44•plf Wtrfj2 := DLrf..psp2 Wtrfj2 = 5.72•plf Roof Live Load Uniform Loading / Purlings RLrfj := LLrf'Pspl RLrfj = 50.85•plf RLrfj2 := LLrf'Psp2 RLrf2 = 25.42•plf Snow Load Ce:= 0.80 (Table 7-2) CC= 1.00 (Table 7-3) (Table l.5-2) CS:= 1.00 (Fig. 7-2) Pg:= GLsnow Pg= 50.00-PI Ground Snow Loads PC= 0.7•Ce•Ct•I•P9 Pf= 28.00•ps (Eq. 7-1) PS:= CS•Pf PS= 28.00-psi (Eq. 7.4-1) Uniform Loading / Purlings Wtrfsjl Ps'Pspl Wtrfsjl = 71.19•plf Wtrfsj2 := Ps•Psp2 Wtrfsj2 = 35.59•plf Cs2 := 0.70 (Controls over Live) Crown Wtrfsju:= 0.5•Pf•Pspl Wtrfsju= 35.59-pi Un-Balanced Uniform Snow Loading O.SO(Wtrfsju) = 17.80 plf Eaves WtrfsjuE:= 2•Pf•Psp1 Ce WtrfsjuE= 124.58•pl e 0.50(WtrfsjuE) = 62.29•plf MN05355B-18V0_I BC-12_Loading.w»cd NAtorttluBA�cirtt.iMc PROJECT NO.• MN05355B-18V0 ENGINEER: LKN r', r TITLE• LOADING CALCULATIONS CHECKED: HML _ DATE: 2/14/2018 DESCRIPTION: DUNKLEY RESIDENCE SITE APPROVED BY: MM Page 4 Wind Loads: The velocity pressure as given in ASCE: LOADING PARAMETERS Vult= 115 mph - Basic wind speed - Figure 26.5-1C Kh:= 1.08 Velocity pressure coefficient - (roof mean) HM:= 0.50•(Hbldg + Cht) HM= 18.419• Kzt:= I Wind speed over hills & escarpments Kd:= 0.85 Directionality factor I= 1.00 Importance factor qh:= 0.00256Kh•Kzt•KdNO.psf jqh= 31.0&ps Velocity Pressure Roof Angle 0:= ata Hbldg - Cht 0 = 18.38-de 'bldg METHOD 1 - Case A = Transverse Direction Building Surface GCpwwall:= 0.53 1) -windward wall - external pressure coefficient GCpwroof:= -0.69 2) -windward roof - external pressure coefficient GCplroof:= -0.48 3) -leeward roof- external pressure coefficient GCplwall:= -0.43 4) -leeward wall - external pressure coefficient METHOD 1 - Case B = Longitudinal Direction Building Surface GCpbswall := -0.45 1) -side wall - external pressure coefficient GCpbwroof:= -0.69 2) -windward roof- external pressure coefficient GCpblroof:= -0.37 3) -leeward roof- external pressure coefficient GCpblwall:= -0.45 4) -back side wall - external pressure coefficient GCpbfront:= 0.40 5) -front wall - external pressure coefficient GCpblbwall := -0.29 6) -leeward wall- external pressure coefficient Internal & Cladding Pressure Coefficients GCpi:= 0.18 +/- internal pressure coeficient (Open building for front wind & Enclosed for side wind) GCp := -2.2 External pressure coefficient Zone 2 & 3 for ROOF components and cladding GCpw:= -1.4 External pressure coefficient Zone 4 & 5 for WALL components and cladding MN05355B-18V0_I BC-12—Loading.Mncd ■uoEFEI�Gul61pIL�MT�p�t PROJECT IM: MN05355B-18V0 ENGINEER: LKN rI, TITLE: LOADING CALCULATIONS CHECKED: HML _ DATE: 2/14/2018 DESCRIPTION: DUNKLEY RESIDENCE SITE APPROVED BY: MM Page 5 MAIN WIND FORCE RESISTING SYSTEM ---------1p := qh (GCpt) - qh.(GCpil Low Rise Buildings Note: A positive and negative value of GCpishall be applied to all internal surfaces in combination with: Case A = Transverse Direction Ppwl := gh•GCpwwall pPw1 = I6.472•psf Wind Pressure on Windward walls ppw2 := gh•GCplwall ppw2 = -13.364•psf Wind Pressure on Leeward walls Pprl := gh•GCpwroof pprl = -21.445•psf Wind Pressure on Windward Roof ppr2 := gh•GCplroof ppr2 = -14.918•psf Wind Pressure on leeward Roof Pinter:= gh•GCpi Pinter = 5.594•psf Internal Wind Pressure Walls Windward Pwm:= Ppwl•Fs PWM= 134.18•-1 Pwm2 := ppwI*Fs2 Pwm2 = 67.09-pi Leeward PIM:= Ppw2'Fs PIM= -108.87•pl PlM2 := ppw2•Fs2 Plm2 = -54.43•p11 Side Walls Pwmsb:= Ppws-Wb1dg•(0.50) Pwmsb = -208.75•pl Outward Roof Prw := Pprl•Pspl Prw = -54.527pl Windward - outward 0.5-Prw = -27.26•plf Prw2:= Pprl•Psp2 Prw2 = -27.26•pl 0.5•Prw2= -13.63•plf Prl := Ppr2•Psp1 Prl = -37.93'PI Leeward.- outward 0.5•Prl= -18.96•plf Pr2:= Ppr2'Psp2 Pr2 = -18.96•-1 0.50•Pr2= -9.48•plf Peak Prw + Pr] = -46.23•pl 2 Components &Cladding PcladdR:= gh•GCp PcladdR= -68.38•ps Pressure on ROOF components and cladding PcladdW:= gh•GCpw PcladdW= -43.51-psi Pressure on WALL components and cladding MN05355B-18V0_I BC-12—Loading.wncd PROJECT 110.: MN05355B-18V0 ENGINEER: LKN TITLE: LOADING CALCULATIONS CHECKED: HML SOL DATE: 2/14/2018 DESCRIPT10�11: DUNKLEY RESIDENCE SITE APPROVED BY: MM Page 6 Case B = Lonaitudinai Direction ppwlb:= gh•GCpbswall Ppwlb= -13.986•psf Side walls ppw4b:= gh•GCpblwall ppw4b= -13.986•psf Back Side walls Pprlb gh•GCpbwroof Pprlb = -21.445•psf Zone 2 - Roof Ppr2b gh•GCpblroof ppr2b = -I 1.500•psf Zone 3 - Roof PpwOb:= gh•GCpbfront ppwOb= 12.432•psf Zone 5 - walls ppw2b:= gh•GCpblbwall ppw2b= -9.013•psf Zone 6 - walls Front& Back Walls Pwmb Ppw0b•Wbldg•(0.50) Pwmb = 208.757pl Windward Pwmb2 Ppw0b•Wbldg2•(0.50) Pwmb2 = 0-00-PI Plmb Ppw2b•Wb1dg'(0.50) Plmb= -151.35•pl Leeward P1mb2 Ppw2b'Wb1dg2'(0.50) P1mb2 = 0.00•pl Roof Prwb P rl b'Ps 1 Prwb= -54.52•pl 0 5 P = -27.26P If P P Windward - outward � rwb Prwb2 Pprlb'Psp2 Prwb2 = -27.26•pl 0.5•(Prwb2) = -13.63•plf Prlb Ppr2b'Pspl Prlb = -29.24•p Leeward - outward 0.5•(Pr1b) = -14.62•plf Prlb2 Ppr2b•Psp2 Pr1b2 = -14.62•pl 0.50•(Pr1b2) = -7.31•plf Side Walls Pwmsba Ppwlb'Fs Pwmsba= -113.93•pl Outward Pwmsb2a Ppwlb•Fs2 Pwmsb2a = -56.96•pl Internal Pressure Coefficient- GCpi 'P Pinter-Fs JiP = 45.57-pi Internal Pressure iP2 := Pinter-Fs2 JiP2 = 22.79•pl 'P1 := Pinter•Pspl jiP1 = 14.22-pi Positive Internal 0.50•(iPl) = 7.11•plf Pressure iP21 := Pinter•Psp2 JiP21 = 7.11 pg 0.50•(iP21) = 3.56•plf 'Pl 1 -Pinter'Pspl jiP1 l = -14.22•pl Negative Internal Pressure 'P22 :_ -Pinter•Psp2 liP22 = -7.11•pl. MN05355B-18V0_I BC-12_Loading.xncd Noes wc+ PROJECT HO.: MN05355B-18V0 ENGINEER: LKN TITLE: LOADING CALCULATIONS CHECKED: HML _ DATE: 2/14/2018 DESCRIPTION• DUNKLEY RESIDENCE SITE APPROVED BY: MM Page 7 Seismic Analysis: Seismic Base Shear Simplified Lateral Force Analysis Procedure for seismic design of buildings 12.14.8.1 Fa:= 1.60 Site coefficient defined Table 11.4-1 Importance Factor(Table 1.5-2) Ss= 0.050 Mapped spectral acceleration for short periods ISDS := 3.Fa•S SDS = 0.053 Design spectral response acceleration parameters Rcoef= 3 5 The response modification coefficient (Ordinary moment frames) Design Snow Load Wsnow Wbldg'Lbldg'(Ps) Wsnow= 53.814-kip] Main Building The effective seismic weight of structure, including dead loads and 20% of flat roof snow loads where flat snow load exceeds 30 psf( on a per Column basis ) Snow Loading to be Ws:= iTPf>_ 30•psf,(0.20•Wsnow)>(0•psf)1 Ws = 0.----p considered / Seismic Effective Seismic WTbldg+ Ws Weight per column Wseismi2•(nf— 1) c Wseismic = 1.021•kip per Column SEISMIC BASE SHEAR SDS'Ie V _ W V = 0.016-kips s col seismi col p Rcoef Eq. 12.8-1 Max. Wind Column Shear Vwcol:= 1.90-kip (from FEM) Al := if(Vwcol> Vcol," WIND CONTROLS "," SEISMIC CONTROLS ") Assesment: JAI = " WIND CONTROLS " MN05355B-18V0_I BC-12_Loading.xncd N�toaFE Aa�ciN►�ac PROJECT NO.• MN05355B-18V0 ENGINEER: LKN - TITLE• LOADING CALCULATIONS CHECKED: HML • DATE: 2/14/2018 ML DESCRIPTION:• DUNKLEY RESIDENCE SITE APPROVED BY: MM Page 8 31�IBC -Wind. Snow, Seismic & Dead Loads on Glass 2404.1 Vertical Glass Poly Glass Thickness PGT:= 8-mm 5/16" Plate Length (in.) PL:= 96.00-in Wind pressure on wall Pswall:= ppwl + (-ppw2) + Pinter Plate Width (in.) PW:= 48.00-in Fgw := 0.60max�IpcladdWl ,Pswall/Fgw = 26.107 ps Wind load on glass NFL := 42.00•psf Non Factored Load ( 3-sec duration ) - from ASTM load chart GTFv:= 0.9 Glass Type Factor LSV:= 1.13 Load Share Factor LRV:= NFLV•GTFV*LSV Load resistance of glass per ASTM E 1300 Fga:= LRS Fgw = 26.107•ps < Fga= 42.714•psf Wall Glass is OK! IBC -Sloped Glazing and Skylights 2404.2 Sloped Glass/ Framing Poly Glass Thickness tg:= 10-mm 10mm = 3/8" Wind pressure on Glass Span (Purlin Spacing) Span:= 24.0•i PcladdR= -68.376•ps components and cladding @ Building Corners/ Edges Outward wind force on glass Wo :_ -Pprl + Pinter Wo = 27.039•psf Inward wind force on glass W' := Pinter Wi = 5.594•psf Snow Loads on glass Sg:= max(Pg,LLrf) Sg= 50.000•psf Glass Dead Load D := 8.00•tg•psf D = 3.150•psf in Fg1 := 0.6-Wo - 0.61) Fg1 = 14.334•psf Eq. 24-2 Fg2:= 0.6•Wi + D + 0.5•Sg Fg2 = 31.506•psf Eq. 24-3 Fg3 :_ (0.60)•0.5•Wi + D + Sg Fg3 = 54.828•psf Eq. 24-4 Fs:= D + Sg Fs= 53.15•psf Eq. 24-5 Fgcc := I0.60pcladdR+ DI Fgcc = 37.876•psf For components & cladding Fg:= max(Fgl,Fg2,Fg3,Fs1Fgcc) Max. roof load Fg= 54.828•ps NFLS:= 65.00•psf Non-Factored Load ( 3-sec duration ) - from ASTM load chart GTFS:= 0.90 Glass Type Factor LSS:= 1.13 Load Share Factor LRS := NFLS•GTFS•LSS Load resistance of glass per ASTM E 1300 Fg= 54.828•ps < LRS = 66.105•psf Roof Glazing is OK! MN05355B-18V0-IBC-12_Loading.)uncd PROJECT HO.• MN05355B-18V0 ENGINEER: LKN TITLE: LOADING CALCULATIONS CHECKED: HML DATE: 2/14/2018 DESCRIPTIOII: DUNKLEY RESIDENCE SITE APPROVED BY: MM Page 9 Drift Limitations -ASCE Sect. 12.12.1 Story Height (mean roof ht) hsx Hbldg hsx = 24 Allowable Story drift ( Group I ) Aa:= 0.020•hsx2 a= 5.760 i Max. lateral deflection (per FEA) Alateral 1.573-in (Combination Load Cases) longitudinal 1.649•in AMax max(Alateral,Alongitudinal) AMax = 1.649.9 Drift Assesment: jDrift= " Acceptable " Note: Perimeter walls were Not modeled in FEM (Therefore Drift is considered Acceptable) Deflection Limitations Span Wbldg= 33.58-ft Max. Allowed deflection Aallow:= Wbldg Dallow= 2.239•i 180 Max. vertical deflection (per FEA) Overt 2.375•in (Combination Load Cases) Avert= 2.375.9 Def:= if(Avert> 1.1 Hallow, Does NOT Meet "," Meets ") Deflection Assesment: IDef= " Meets The above values are a result from Load Combinations Not Basic Load cases MN05355B-18V0_I BC-12_Loadi ng.xmcd ■AtooFEMgBlMMOK. PROJECT HO.• MN05355B-18V0 ENGINEER: LKN r'� r TITLE• CONNECTION CHECK CHECKED: HML _ DATE: 2/14/2018 DESCRIPTION• DUNKLEY RESIDENCE APPROVED BY: MM Page 1 TYPICAL CONNECTION CHECK Typical Rafter to Rafter Framing Member connection check Max Axial Load P:= 2.18-kips Yield of gusset (Al) fy:= 31•ksi Fu:= 35•ksi Max Bending Load M := 16.987-ft-kips Member Depth D := 17.375•in Max Shear Load 51:= 0.10-kips At Top Cord connection Bolt Diameter Bdia:= 0.375-in Min. Thickness/ Bearing L.- 0.250-in Beam Flange Number of Bolts n:= 4 Bolt Shear Strength fv:= 16.15•ksi 71 Bolt strength in double shear Bcapl .Bdia2•fv2 Bcapl = 3.567-kips Fv = 16.15 ksi 4 for S.S. bolts Strength in bearing Bcap2 := Bdia•T•Fu Bcap2 = 3.281-kips Bcap:= min(Bcapl,Bcap2)n-Bcap= 13.125-kips > S + P= 2.280-kips OK! Max. Force per bolt Fm:= M + P + S n•Bcap= 13.125-kips > Fm= 12.872-kips OK! D 2 2 At Bottom Cord connection Bolt Diameter &.= 0.375-in Min. Thickness / Bearing ATw= 0.375-in T — Plate Number of Bolts n:= 9 AM Bolt strength in double shear Bim= �•13dia2•fv Bcapl = 1.784•kips 4 Strength in bearing Amoae Bdia•T•Fu Bcap2 = 4.922-kips := min(Bcapl,Bcap2)n.Bcap= 16.053-kips > S + P= 2.280-kips OK! OK! Max. Force per bolt lku:= M + P + S n•Bcap= 16.053-kips > Fm= 12.872-kips K! p D 2 2 MN05355B-18V0 Conn-Check.)ancd PROJECT NO.: MN05355B-18V0 ENGINEER: LKN Fiq - I TITLE: CONNECTION CHECK CHECKED: HML ML DATE: 2/14/2018 DESCRIPTION• DUNKLEY RESIDENCE APPROVED BY: MM Page 2 IWIIITypical Column Base connection check Max Vertical Load P:= 6.39-kips Yield strength (Al) f�= 31 ksi Fes:= 35 ksi Max Uplift Load Up:= 1.77-kips Min. Thickness/ Bearing = 0.1875-in Max Shear Load Sh:= 1.90-kips Bolt Diameter AgW= 0.375-in Max Bending Load M 0.000-ft-kips Number of Bolts �= 4 Bolt Shear Strength f- 16.15•ksi Bolt strength in single shear Bim= �•13dia2•fv Bcapl = 1.784-kips 4 Strength in bearing beepaA.= Bdia•T•Fu Bcap2 = 2.461-kips := if(Bcapl > Bcap2,13cap2,13capl) nBcap= 7.135•kips > Up2 + Sh2= 2.597-kips OK! Anchor bolt Check Use Dewalt Power Stud + S1 Anchor Bolts Number of Bolts = 1 Min. Edge Distance := 6.00-in Min. Concrete Strength Lc,:= 4000-psi Anchor Bolt checked with PDA Powers Design program for Dewalt Anchors and checked as per ACI 318 Appendix D and ICC-ES ESR-2818. Typical Header Beam Connection check Max Axial Load P:= 0.500-kips Yield of gusset (Al) fes:= 31 ksi Fes:= 35 ksi Max Bending Load M 0.000-ft-kips Member Depth D = 2.500-in Max Shear Load 1:= 0.100-kips Bolt Diameter &U= 0.375-in Min. Thickness/Bearing = 0.1875-in T - Plate Number of Bolts = 3 Bolt Shear Strength Bolt strength in double shear = 4•13dia2•(fv)•2 Bcapl = 3.567-kips Strength in bearing = Bdia•T•Fu Bcap2 = 2.461-kips Bim:= if(Bcapl > Bcap2,13cap2,13capl) nBcap= 7.383-kips > S + P= 0.600-kips OK! Max. Force combined per bolt Fin, P + S Bcap= 2.461-kips > Fm= 0.200-kips OK! n n MN05355B-18V0 Conn-Check.xncd PROJECT I10.: MN05355B-18V0 ENGINEER: LKN �11 ! TITLE: CONNECTION CHECK CHECKED: HML DATE: 2/14/2018 DESCRIPTION: DUNKLEY RESIDENCE APPROVED BY: MM Page 3 Typical Cladding (Purling)check Wind pressure on Cladding Pcladd 68.38•psf•(0.60) 0.60 Factor for ASD wind Load combos Snow Load Psnow 28.00•ps Max. Purlin Spacing Pur:= 24.00 111 ww:= Pcladd'Pur ww = 82.056 plf Purlin Span span:= 97.00-in Purlin Weight wtp := 1.44•plf Purlin Section Modulus Spur:= 0.660•in3 Purlin Modulus of Elasticity Epur:= 10000•ksi Purlin Mo. of Inertia Ipur:= 0.62197•in4 Purlin Yield Strength fypur:= 31.00•ksi fupur:= 35.00•ksi Poly Glass Thickness tg:= 10-mm Allowable Bending Stress fyb:= 0.61 fypur fyb = 18.910•ksi Glass Dead Load Dg:= 13.tg•psf•Pur Dg = 10.236•plf Snow in I unif Psnow'Pu Effective pressure weff:= ww - Dg - wtp well= 70.38•plf Snowunif= 56•plf wSnow := Dg+ wtp + SnowunifwSnow = 67.676•plf Max. Shear Vs := max(weff,wSnow)•span Vs = 284.452•lb 2 max(weff,wSnow)•span2 Max. Moment Mo:= Mo = 574.829-ft-lb 8 Bending Check Max. bending Stress Qb := M° Qb = 10.451-ks Spur v Stress Ratio ratiob :_ ratiob = 0.553 < 1.00 OK! fyb Connection Check Bolt Diameter ii1 = 0.3125•in Min. Thickness for Bearing Z= 0.1875•in Number of Bolts = 2 Bolt Shear Strength �= 16.15•ksi Bolt strength in single shear = 4 Bdia2 fv Bcapl = 1.239-kips Fv= 16.15 ksi for S.S. bolts Strength in bearing Bim= BdiaT Fu Bcap2 = 2.051•kips ►+:= if(Bcapl > Bcap2,Bcap2,Bcap1) nBcap= 2.477 kips > Vs = 0.284 kips OK! MN05355B-18V0 Conn-Check.)ancd Company name: Malouf Engineering Int'I. Inc. Project: DUNKLEY RESIDENCE SITE Date: 2/15/2018 Version: 2.4.6290.27783 Project number: MN05355B-18V0 Page: 1/6 GEOMETRY: O 7", i � x 'y x ' vet LOAD ACTIONS: ILb1.[ft-Ib] Z Design loads/actions N, 2832 Ib Nu Y Vux 0 Ib V„y 3040 Ib M" �j/�y Mux 0 ft-Ib Mu 0 ft-Ib Muy M uz Vux Mux Eccentric profile ex = 0.00 inch; ey = 0.00 inch _ Load reversal 100 % X-direction Load reversal 100 % Y-direction Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. PDA-Powers Design Assist® MN05355B-18V0_DeWalt_Anchor.pcp2 Company name:Malouf Engineering Infl. Inc. Project: DUNKLEY RESIDENCE SITE Date: 2/15/2018 Version: 2.4.6290.27783 Project number:MN053556-18V0 Page: 2/6 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. PDA-Powers Design Assist® MN05355B-18V0_DeWalt_Anchor.pcp2 Company name: Malouf Engineering Int'I. Inc. Project: DUNKLEY RESIDENCE SITE Date: 2/15/2018 Version: 2.4.6290.27783 Project number: MN05355B-18V0 Page: 3/6 SUMMARY: Selected anchor: Power-Stud+SDI 5/8"0; hnom 4-5/8"(118mm),Grade 2 t _ hw --Miam^ Effective embedment: hef = 4.000 inch d' °h" Approval: ICC-ES ESR-2818 —Iq_ Basic principles of design: Design method: ACI 318-11 (Appendix D) Concrete: Normal weight concrete uncracked concrete f'c =4000 psi Load combinations: from Section 9.2 Factored loads Anchor parameters: cmin = 4.25 inch Smin = 4.25 inch hmin = 7.00 inch cac= 10.00 inch scr= 12.00 inch Anchor ductility: yes Reinforcement: no reinforcement to limit splitting cracks available Tension: Condition B Shear: Condition B Stand-off: not existent Seismic loads: no Resulting anchor forces/load distribution: Anchor No. Tension load Shear load #1 2832 Ib 3040 Ib Y Maximum 2832 Ib 3040 lb i X Max.concrete compression strain: 0.00 %0 Max.concrete compression stress: 0 psi Resulting tension force: 2832 Ib Resulting compression force: 0 Ib Calculations: Design proof: Demand Capacity Status Tension load 2832 Ib 4736 Ib 0.60!5 1.0 Shear load 3040 Ib 5480 Ib 0.55s 1.0 OK Interaction - - - 0.96:5 1.0 Anchor plate: Material: fyk = 36000 psi Length x width: 2.50 inch x 6.25 inch Actual plate thickness: 0.250 inch Calculated plate thickness: - inch not calculated Profile: none selected Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. PDA-Powers Design Assist® MN05355B-18V0_DeWalt_Anchor.pcp2 Company name: Malouf Engineering Int'I. Inc. Project: DUNKLEY RESIDENCE SITE Date: 2/15/2018 Version: 2.4.6290.27783 Project number: MN05355B-18V0 Page: 4/6 DESIGN PROOF TENSION LOADING: Reference Steel strength: Nsa = 14465 Ib D.5.1 m * Nsa = 0 * Nsa D.5.1.2 =0.75*14465 Ib= 10849 Ib Nua =2832 Ib Design proof: Nua/(4)* Nsa) = 2832 Ib/ 10849 Ib= 0.26<_ 1.00 Concrete breakout strength: hef =4.000 inch kc =24.0 Nb = kc * f'c0.5* Aa * hef1.5 D.5.2.2 = 24.0* 63.25* 1.00* 8.000= 12143 Ib ANco =144.00 inch' ANC = 144.00 inch' Wed,N = 1.000 D.5.2.5 Wc,N =1.00 D.5.2.6 cac =10.00 inch ca,mm =6.00 Inch Wcp,N =0.600 D.5.2.7 0 * Ncb = m * (ANc/ANcO) * Wed,N * Wc,N * Wcp,N * Nb D.5.2.1 =0.65*(144.00/144.00)*1.000*1.00*0.600*12143 Ib =4736 Ib Nua =2832 Ib Design proof: Nua/(4)* Ncb) = 2832 Ib/4736 Ib= 0.60:5 1.00 DESIGN PROOF SHEAR LOADING: Reference Steel strength(without lever arm): Vsa =9030 Ib D.6.1 m * Vsa = m * Vsa D.6.1.2 =0.65*9030 Ib=5870 Ib Vua =3040 Ib Design proof: Vua/ (m* Vsa) = 3040 Ib/5870 Ib= 0.52<_ 1.00 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. PDA-Powers Design Assist® MN05355B-18V0_Dewall_Anchor.pcp2 Company name: Malouf Engineering Int'I. Inc. Project: DUNKLEY RESIDENCE SITE Date: 2/15/2018 Version: 2.4.6290.27783 Project number:MN0535513-18V0 Page: 5/6 Concrete breakout strength,direction y-: Ie =4.00 inch da =0.625 inch Cal =6.00 inch Vb = Aa * 7 * (le/d0)0.2* da0.5* f'c0.5* Ca11.5 D.6.2.2 = 1.00* 7 * 1.450* 0.791 * 63.246" 14.70= 7456 Ib AVCO =162.00 inch' AVC =135.00 inch' Wec,V = 1.000 D.6.2.5 Wed,v =0.900 D.6.2.6 Wa v = 1.000 D.6.2.1 c Wc,v = 1.400 D.6.2.7 Wh,V =1.000 D.6.2.8 0 * Vcb = 0 * (Avc/Avco) ' Wec,V * Wed,V* (Pa,v* Wc,V * Wh,V* Vb D.6.2.1 =0.70*0 35.00/162.00)*1.000*0.900*1.000*1.400*1.000*7456 Ib =5480 Ib Vua =3040 Ib Design proof: Vua/(m* Vcbg) = 3040 Ib/5480 Ib= 0.55:s 1.00 Pryout strength: hef =4.000 inch kc =24.0 Nb = kc * f'CO.5* Aa* hef1.5 D.5.2.2 = 24.0* 4000 0.5* 1.00* 4.0001.5= 12143 Ib ANC = 144.00 inch' ANco = 144.00 inch' Ca,min =6.00 inch Wed,N =1.000 D.5.2.5 tpcp,N =0.600 D.5.2.7 Wc,N =1.000 D.5.2.6 kcp =2.0 D.6.3.1 0 * Vcp = m * (ANc/ANcO) * Wed,N * Wcp,N * Wc,N * Nb* kcp =0.70*(144.00!144.00)*1.000*0.600*1.000*12143 Ib*2.0 =10200 Ib Vua =3040 Ib Design proof: Vua/((D* Vcp) = 3040 Ib/ 10200 Ib= 0.30:5 1.00 COMBINATION TENSION/SHEAR LOAD: Reference Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. PDA-Powers Design Assist® MN05355B-18V0_IoWalt_Anchor.pcp2 Company name: Malouf Engineering InYI. Inc. Project: DUNKLEY RESIDENCE SITE Date: 2/15/2018 Version: 2.4.6290.27783 Project number: MN0535513-18V0 Page: 6/6 Interaction: Design proof: = N„/ (0* Nn) + V„/(m' Vn) / 1.2 D.7.3 =(0.60+0.55)/1.2=0.9651.0 Fastening ok! WARNINGS/REMARKS: Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines and must be checked for plausibility. PDA-Powers Design Assist® MN05355B-18V0_DeWall_Anchor.pcp2 COSI INTERNATIONAL DUNKLEY RESIDENCE APPENDIX 2 FEM ANALYSIS PRINTOUT& GRAPHICS MALOUP ENGINEERING INT'L, INC. MEI PROJECT ID MN05355B-18V0-02/15/18-Pg. 3 This report is not to be reproduced or copied in whole or in part without MEI's written consent.2018,MEI,Inc.m � M. _ ��I MALOUF ENGINEERING INT'L, Inc. Job No Sheet No Rev r� = , 17950 Preston Rd., Ste.720, Dallas, TX 75252 MN05355B-181 1 972-783-2578/www.maloufengineering.com Software licensed to Microsoft Part Dunkley Residence ,lob Title 33.6'x 57.3'Pool Enclosure Structure-Frame Analysis Ref Excelsior,MN.(Hennepin County) BY LKN DatE13-Feb-18 Chd HML Client CCSI International Pile MN05355B-18V0-Pool-Ern Date/Time 14-Feb-2018 17:19 Job Information Engineer Checked Approved Name: LKN HML MM Date: 13-Feb-18 13-Feb-18 14-Feb-18 Project ID Project Name Comments 33.6'x 57.3'Pool Enclosure Dunkley Residence Site Excelsior,MN.(Hennepin County) Designed as per IBC 2012/ASCE 7-10 for 115 Mph(3-Sec)(Risk Category 2) Exposure D/50 Psf(Ground Snow Load) Structure Type I SPACE FRAME_ Number of Nodes 150 Highest Node 595 Number of Elements 259 Highest Beam 1071 Number of Basic Load Cases 8 Number of Combination Load Cases 18 Included in this printout are data for.- All or.All I The Whole Structure Included in this printout are results for load cases: Type L/C Name Combination 9 SW+D Combination 10 =SW+D+SNOW(OR ROOF LIVE) Combination 11 =SW+D+0.6(W 1) Combination 12 =SW+D+0.6(W2) Combination 13 =SW+D+0.6(W3) Combination 14 =SW+D+0.75*SNOW (OR ROOF LIVE Combination 15 =SW+D+0.75*SNOW (OR ROOF LIVE Combination 16 =SW+D+0.75*SNOW(OR ROOF LIVE Combination 17 =SW+D+0.75*SNOW (OR ROOF LIVE Combination 18 =SW+D+0.75*SNOW (OR ROOF LIVE Combination 19 =SW+D+SNOW(OR ROOF LIVE)+0 Combination 20 =SW+D+SNOW(OR ROOF LIVE)+0 Combination 21 =SW+D+SNOW(OR ROOF LIVE)+0 Combination 22 =SW+D+SNOW (OR ROOF LIVE)+0 Combination 23 COMBO 9=SW+0.6D+0.6*W 1 Combination 24 COMBO 9=SW+0.6D+0.6*W2 Combination 25 COMBO 9=SW+0.6D+0.6*W3 Combination 26 COMBO UNBALANCE SNOW COMBO Print Time/Date:14/02/2018 17:33 STAAD.Pro V8i(SELECTseries 6)20.07.11.82 Print Run 1 of 16 MALOUF ENGINEERING INT'L, Inc. Job No Sheet No Rev 17950 Preston Rd., Ste.720, Dallas,TX 75252 MN05355B-181 2 972-783-2578/www.maloufengineering.com Software licensed to Microsoft Part Dunkley Residence .lob Title 33.6'x 57.3'Pool Enclosure Structure-Frame Analysis Ref Excelsior,MN.(Hennepin County) By LKN Date13-Feb-18 Chd HML Client CCSI International File MN05355B-18V0-Pool-Ern Date/Time 14-Feb-2018 17:19 Section Properties Prop Section Area Iri i Material (int) (in4) (in4) (in4) 1 7375RAFTER 3.492 1.025 23.193 0.062 ALUMINUM 2 25X725TUBE 4.420 4.605 31.807 10.669 ALUMINUM 3 PURLINI 1.190 0.506 0.622 0.004 ALUMINUM 4 j 2X6TUBE 2.859 1.989 11.899 5.458 ALUMINUM 5 2X4TUBE 2.109 1.370 4.216 3.183 ALUMINUM 6 71N-RAFW2X8 6.220 4.280 133.900 0.124 ALUMINUM 7 0.75-IN-SR 0.442 0.016 0.016 0.031 ALUMINUM 8 2X25X725TUBE 9.001 1 10.220 193.059 33.361 1 ALUMINUM 9 71N-RAFT2X8_2X6 7.892 4.329T 332.240 1 0.1201 ALUMINUM Materials Mat Name E v Density a (kipfin2) (kipllf) (/F) 1 STEEL 29E+3 0.300 0.489 6.5E-6 2 STAINLESSSTEEL 28E+3 •0.300 0.489 10E-6 3 ALUMINUM 10E+3 0.330 0.169 12.8E-6 4 1 CONCRETE 1 3.15E+3 1 0.1701 0.150 5E-6 Primary Load Cases Number Name Type 1 SELFWEIGHT None 2 DEAD LOADS None 3 MINIMUM LIVE LOAD(OR SNOW) Live 4 FRONT WIND LOAD(W1) Wind 5 SIDE WIND 1 LOAD(W2) None 6 SIDE WIND 2 LOAD(W3) None 7 INTERNAL PRESSURE None 8 UNBALANCED SNOW LOAD Snow Print Time/Date:14/02/2018 17:33 STAAD.Pro V8i(SELECTseries 6)20.07.11.82 Print Run 2 of 16 MALOUF ENGINEERING INT'L, Inc. Job No Sheet No Rev 17950 Preston Rd., Ste.720, Dallas, TX 75252 MN05355B-181 3 972-783-2578/www.maloufengineering.com Software licensed to Microsoft Part Dunkley Residence Job Title 33.6'x 57.3'Pool Enclosure Structure-Frame Analysis Ref Excelsior,MN.(Hennepin County) By LKN Date13-Feb-18 Chd HML Client CCSI International File MN05355B-18V0-Pool-Ern Datertlme 14-Feb-2018 17:19 Combination Load Cases Comb. Combination UC Name Primary Primary UC Name Factor 9 SW+D 1 SELFW EIGHT 1.00 2 DEAD LOADS 1.00 10 =SW+D+SNOW (OR ROOF LIVE) 1 SELFW EIGHT 1.00 2 DEAD LOADS 1.00 3 MINIMUM LIVE LOAD(OR SNOW) 1.00 11 =SW+D+0.6(W 1) 1 SELFW EIGHT 1.00 2 DEAD LOADS 1.00 4 FRONT WIND LOAD(W 1) 0.60 12 =SW+D+0.6(W2) 1 SELFW EIGHT 1.00 2 DEAD LOADS 1.00 5 SIDE WIND 1 LOAD(W2) 0.60 13 =SW+D+0.6(W3) 1 SELFW EIGHT 1.00 2 DEAD LOADS 1.00 6 SIDE WIND 2 LOAD(W3) 0.60 14 =SW+D+0.75'SNOW(OR ROOF LIVE 1 SELFW EIGHT 1.00 2 DEAD LOADS 1.00 3 MINIMUM LIVE LOAD(OR SNOW) 0.75 4 FRONT WIND LOAD(W 1) 0.45 15 =SW+D+0.75'SNOW (OR ROOF LIVE 1 SELFW EIGHT 1.00 2 DEAD LOADS 1.00 3 MINIMUM LIVE LOAD(OR SNOW) 0.75 5 SIDE WIND 1 LOAD(W2) 0.45 16 =SW+D+0.75"SNOW (OR ROOF LIVE 1 SELFW EIGHT 1.00 2 DEAD LOADS 1.00 3 MINIMUM LIVE LOAD(OR SNOW) 0.75 6 SIDE WIND 2 LOAD(W3) 0.45 17 =SW+D+0.75'SNOW(OR ROOF LIVE 1 SELFW EIGHT 1.00 2 DEAD LOADS 1.00 3 MINIMUM LIVE LOAD(OR SNOW) 0.75 4 FRONT WIND LOAD(W1) 0.45 7 INTERNAL PRESSURE 0.45 18 =SW+D+0.75'SNOW (OR ROOF LIVE 1 SELFW EIGHT 1.00 2 DEAD LOADS 1.00 3 MINIMUM LIVE LOAD(OR SNOW) 0.75 5 SIDE WIND 1 LOAD(W2) 0.45 7 INTERNAL PRESSURE 0.45 19 =SW+D+SNOW (OR ROOF LIVE)+0 1 SELFW EIGHT 1.00 2 DEAD LOADS 1.00 3 MINIMUM LIVE LOAD(OR SNOW) 0.75 6 SIDE WIND 2 LOAD(W3) 0.45 7 INTERNAL PRESSURE 0.45 20 =SW+D+SNOW (OR ROOF LIVE)+0 1 SELFW EIGHT 1.00 2 DEAD LOADS 0.75 3 MINIMUM LIVE LOAD(OR SNOW) 0.75 4 FRONT WIND LOAD(W 1) 0.45 Print Time/Date:14/02/2018 17:33 STAAD.Pro V8i(SELECTSeries 6)20.07.11.82 Print Run 3 of 16 "10i�"'e161't MALOUF ENGINEERING INT'L, Inc. Job No Sheet No Rev 17950 Preston Rd.,Ste.720, Dallas,TX 75252 MN05355B-18\ 4 972-783-2578/www.maloufengineering.com Software licensed to Microsoft Pan Dunkley Residence Job Title 33.6'x 57.3'Pool Enclosure Structure-Frame Analysis Ref Excelsior,MN.(Hennepin County) aY LKN Dat,13-Feb-18 chd HML client CCSI International Pile MN05355B-18V0-Pool-Ern Daterrime 14-Feb-201817:19 Combination Load Cases Cont... Comb. Combination UC Name Primary Primary UC Name Factor 7 INTERNAL PRESSURE -0.45 21 =SW+D+SNOW (OR ROOF LIVE)+0 1 SELFW EIGHT 1.00 2 DEAD LOADS 0.75 3 MINIMUM LIVE LOAD(OR SNOW) 0.75 5 SIDE WIND 1 LOAD(W2) 0.45 7 INTERNAL PRESSURE -0.45 22 =SW+D+SNOW (OR ROOF LIVE)+0 1 SELFW EIGHT 1.00 2 DEAD LOADS 0.75 3 MINIMUM LIVE LOAD(OR SNOW) 0.75 6 SIDE WIND 2 LOAD(W3) 0.45 7 INTERNAL PRESSURE -0.45 23 COMBO 9=SW+0.613+0.6'W 1 1 SELFW EIGHT 0.60 2 DEAD LOADS 0.60 4 FRONT WIND LOAD(W 1) 0.60 24 COMBO 9=SW+0.613+0.6'W2 1 SELFW EIGHT 0.60 2 DEAD LOADS 0.60 5 SIDE WIND 1 LOAD(W2) 0.60 25 COMBO 9=SW+0.613+0.6'W3 1 SELFW EIGHT 0.60 2 DEAD LOADS 0.60 6 SIDE WIND 2 LOAD(W3) 0.60 26 COMBO UNBALANCE SNOW COMBO 8 UNBALANCED SNOW LOAD 1.00 6 SIDE WIND 2 LOAD(W3) 1.00 Node Displacement Summary Node UC X Y Z Resultant rX rY rZ (in) (in) (in) (in) (rad) (rad) (rad) Max X 57 10:=SW+D+ 1.573 -0.008 -0.042 1.574 -0.000 0.001 0.009 Min X 452 25:COMBO 9= -0.662 0.020 -0.001 0.662 0.000 0.000 0.000 Max Y 477 25:COMBO 9= -0.264 0.823 0.045 0.865 0.014 0.005 -0.001 Min Y 451 10:=SW+D+ 0.747 -2.375 0.043 2.490 0.010 0.003 -0.002 Max Z 588 11:=SW+D+ -0.103 0.000 1.649 1.652 0.001 -0.005 0.001 Min Z 57 26:COMBO UP -0.023 -0.003 -0.101 0.103 -0.001 0.001 -0.001 Max rX 498 26:COMBO UP 0.000 0.000 0.000 0.000 0.035 0.010 0.006 Min rX 46 11:=SW+D+ -0.167 0.000 0.125 0.209 -0.030 0.009 0.000 Max rY 493 26:COMBO UP 0.233 -0.741 0.049 0.778 0.034 0.012 0.003 Min rY 464 26:COMBO UP -0.016 -0.008 0.090 0.092 0.020 -0.006 -0.000 Max rZ 476 10:=SW+D+ 0.000 0.000 0.000 0.000 0.010 0.003 0.020 Min rZ 220 10:=SW+D+ 0.000 0.000 0.000 0.000 -0.000 0.001 -0.020 Max Rst 451 10:=SW+D+ 0.747 -2.375 0.043 2.490 0.010 0.003 -0.002 Print Time/Date:14/02/2018 17:33 STAAD.Pro V8i(SELECTseries 6)20.07.11.82 Print Run 4 of 16 "°01F8"'•�'�""''"� MALOUF ENGINEERING INT'L, Inc. Job No Sheet No Rev r� = , 17950 Preston Rd., Ste.720, Dallas,TX 75252 MN05355B-18\ 5 972-783-2578/www.maloufengineering.com Software licensed to Microsoft Part Dunkley Residence .lob Title 33.6'x 57.3'Pool Enclosure Structure-Frame Analysis Ref Excelsior,MN.(Hennepin County) ey LKN Date13-Feb-18 Chd HML Client CCSI International Pile MN05355B-18V0-Pool-Eni Date/Time 14-Feb-2018 17:19 Reaction Summary Horizontal Vertical Horizontal Moment Node L/C FX FY FZ MX MY MZ (lb) (lb) (lb) (kip ft) (kip ft) (kip-ft) Max FX 476 26:COMBO Ul` 3.05E+3 1.11E+3 9.685 0.000 0.000 0.000 Min FX 498 10:=SW+D+ -1.98E+3 3.56E+3 3.467 0.000 0.000 0.000 Max FY 483 10:=SW+D+ 1.98E+3 6.53E+3 0.185 0.000 0.000 0.000 Min FY 483 23:COMBO 9= -124.822 -1.78E+3 0.038 0.000 0.000 0.000 Max FZ 220 26:COMBO Ul' 679.702 -278.705 634.836 0.000 0.000 0.000 Min FZ 219 23:COMBO 9= -53.607 -1.6E+3 -1.67E+3 0.000 0.000 0.000 Max MX 44 9:SW+D -45.705 128.935 -0.022 0.000 0.000 0.000 Min MX 44 9:SW+D -45.705 128.935 -0.022 0.000 0.000 0.000 Max MY 44 9:SW+D -45.705 128.935 -0.022 0.000 0.000 0.000 Min MY 44 9:SW+D -45.705 128.935 -0.022 0.000 0.000 0.000 Max MZ 44 9:SW+D -45.705 128.935 -0.022 0.000 0.000 0.000 Min MZ 44 9:SW+D -45.705 128.935 -0.0221 0.000 0.000 0.000 Print Time/Date:14/02/2018 17:33 STAAD.Pro V8i(SELECTSeries 6)20.07.11.82 Print Run 5 of 16 ""�'""'■"'"��'"� MALOUF ENGINEERING INT'L, Inc. Job No Sheet No Rev 17950 Preston Rd., Ste.720, Dallas,TX 75252 MN05355B-181 6 972-783-2578/www.maloufengineering.com Software licensed to Microsoft Part Dunkley Residence Job Title 33.6'x 57.3'Pool Enclosure Structure-Frame Analysis Ref Excelsior,MN.(Hennepin County) By LKN Date13-Feb-18 Chd HML Client CCSI International Fi1e MN05355B-18V0-Pool-Ern Date/Time 14-Feb-201817:19 Whole Structure-Isometric View Print Time/Date:14/02/2018 17:33 STAAD.Pro V81(SELECTSeries 6)20.07.11.82 Print Run 6 of 16 MALOUF ENGINEERING INT'L, Inc. Job No Sheet No Rev 17950 Preston Rd., Ste.720, Dallas,TX 75252 MN05355B-18\ 7 972-783-2578/www.maloufengineering.com Software licensed to Microsoft Part Dunkley Residence Job Title 33.6'x 57.3'Pool Enclosure Structure-Frame Analysis Ref Excelsior,MN.(Hennepin County) By LKN Date13-Feb-18 Chd HML Client CCSI International File MN05355B-18V0-Pool-Ern Datenime 14-Feb-201817:19 pp Whole Structure-Plan View Print Time/Date:14/02/2018 17:33 STAAD.Pro V8i(SELECTSeries 6)20.07.11.82 Print Run 7 of 16 MALOUF ENGINEERING INT'L, Inc. Job No Sheet No Rev 17950 Preston Rd., Ste. 720, Dallas,TX 75252 MN05355B-18\ 8 972-783-2578/www.maloufengineering.com Software licensed to Microsoft Part Dunkley Residence Job Title 33.6'x 57.3'Pool Enclosure Structure-Frame Analysis Ref Excelsior,MN.(Hennepin County) By LKN Date13-Feb-18 Chd HML Client CCSI International File MN05355B-18V0-Pool-Eni Datenime 14-Feb-201817:19 6 7 89 7 19 8 88 84 0 4 00 16 3 32 1�99 48 15 64 1 47 63 Anchor Support Node Numbering Print Time/Date:14/02/2018 17:33 STAAD.Pro V8i(SELECTseries 6)20.07.11.82 Print Run 8 of 16 MALOUF ENGINEERING INT'L, Inc. Job No sheet No Rev r� = , 17950 Preston Rd., Ste. 720, Dallas,TX 75252 MN05355B-181 9 972-783-2578/www.maloufengineering.com Software licensed to Microsoft Part Dunkley Residence Job Title 33.6'x 57.3'Pool Enclosure Structure-Frame Analysis Ref Excelsior,MN.(Hennepin County) By LKN Date13-Feb-18 Chd HML Client CCSI International File MN053556-18V0 Pool-Ern Date/Time 14-Feb-2018 17:19 -11.440 Ibf/ft -11.440 IbUR20 Ibf/ft -11.440 Ibf/ft -11,q�4 4 Ibf/ft -A,, -11.4401bf/ft 11.440 Ibf/ft � '4 11440IhNIN20Ibf/ft -11.4401bf/ft -11.4401bVft -11'44,0 It 11.440 Ibf/ft -11.440 Ibf/ft --", 4111�0' -11.440 lbf/ft e 1, /ft. - _ 1N40lb R-4401hN1120lbf/ft -11.440 Ibf/ft ', 9t, _ -11.440 Ibf/ft X11' `IIS# F` 11�"D b�ib -11.440 Ibf/ft -11. Ibf :"11140- \ 11.4401bflft % Ib1h 11.�4401hVV20lbf/ft f 11.4801 M � Sea ` �"1 1 `44p 1 i'4440 Ib �` 11 01 -11.446 Ibf/it„ -11 rIb , -11:440 Ib ^ 11.440 Ibf/ft 5.720 �C��`u�_�_� -11440Ibfl %� , -11`4.40Ih&Jt20Ibf/ft Ibf/i�, 111.40 Ibf/{} r `W.�1 f �' 114401bt %_� /—�l -11.4 0Ibf / , 11:4.40Itift 11'44,0 lb 5. O it - bf 1}, qq 11:Ib Ib{ -11.440IhKi Ibf/ft 1.1140 Ibf 1: 0lb#% - %� 11. 11:4401b 11: Ib6(R201bf/ft - -11 4d Ibf�f 1__ -1��` -11. Ibf -11:4�401bi44,0 1b � .�-11.440 Ibf -1 1.)W Ibf -11:4,40 Ib -11"440 I , \ 5/ -11.4401bf1t ` 114401bf/f -11 440 Ib -11`4401bI -11.4 0 Ibf/1 _11� '4�0 Ibf WAIL -40 /f IbI _ -11.t3401bf/f� _11:�3401bf/ft . -1 i440 Ibf/f -111340 Ibf/ft -11.1!40 Ibf/fb \` .5. 0 11.1340 Ibf -11 Ibf/t \ `.� 11.1340 Ibf/ft ' \ -11.40 Ibf I -5. 0.161 -11'40lbf/ffD,' �\ -5. 0 \ Whole Structure Loads 1200/b:1 ft 2 DEAD LOADS Print Time/Date:14/02/2018 17:33 STAAD.Pro V8i(SELECTseries 6)20.07.11.82 Print Run 9 of 16 M°°"aw'•""6111'" MALOUF ENGINEERING INT'L, Inc. Job No Sheet No Rev 17950 Preston Rd., Ste.720, Dallas, TX 75252 MN05355B-181 10 972-783-2578/www.maloufengineering.com Software licensed to Microsoft Part Dunkley Residence Job Title 33.6'x 57.3'Pool Enclosure Structure-Frame Analysis Ref Excelsior,MN.(Hennepin County) By LKN oat,13-Feb-1 8 Chd HML Client CCSI International File MN05355B-18V0-Pool-Ern DateRme 14-Feb-2018 17:19 -71.190 Ibf/ft -71.190 Ib=590 Ibf/ft -71.190 Ibf/ft 71.1 ,17 9 Ibf/ft -� -71.190 Ibf/ft -71.190 Ibf/ft �d -71:490 Ii590 Ibf/ft -71.190lbf/ft -71.190 Ibf/ft -&,, -71:490 lb -71.1901bf/ft -", -WW9A 71.1 9W0 71.190 Ibf/ft _ ` tat . 71.4,901b 71:4901115901bf/ft 71.190 Ibf/ft `, ! 71.4.90 Ib -71.190 Ibf/ft X71' 71. 1 71.190 Ibf/ft . 71. Ibf 71`190 � ``� b 71.1901bflft _ 7 `i$O lb 71.4901H09t5901bf/ft -71.'I.QO1 i 7 ` 714.90 Ib 7�1 jQA �` -71. Ibf/f _71 tib , -7i' 0Ib 71.190 Ibf/ft .35.58 I ``. 'Mo -71'4N/`� 71. -I :r�vu Ibf/fi 171. Ibf ;- I f /' 71:490 101 490 1618t590 Ibf/ft +� 71. lb ` -71•'h"Ibf 1 k1b -71'4901b {' ` -71.190 Ibf/ft �9 � -71 Ibf 'R -71: 0 Ib ' 71:1490 Ib39t590Ibf/ft �6 -71:F90 Ibf j .1�01bf ,W71: 0 I � i -71: 1 71: Ib 171.F�QO lbf � 71:4901\ 3 -71:V0lbf 71. Ib -71:4901b . ; 1I�QO Ibf/i -71.4\% (�/O{�lbf/f�, -71:4.901b 3 901 t �+. 71.140lbf7f ' -71.1"Ibf/it -71:W Ibf/1 / -71.190 Ibf/ ` `.` 1 -7i"I,O Ib' -71'W IbfN ` -7iW lbf/f ,��� -71'I.kO lbf' tc -3 9f11bTUt-71.14. ibf/t ; -3981f�{t Whole Structure Loads 12001b:lft 3 MINIMUM LIVE LOAD(OR SNOW) Print Time/Date:14/02/2018 17:33 STAAD.Pro V8i(SELECTSeries 6)20.07.11.82 Print Run 10 of 16 MYpIF 8141X1®M61Ntt,�wc MALOUF ENGINEERING INT'L, Inc. Jab No Sheet No Rev 17950 Preston Rd., Ste. 720, Dallas,TX 75252 MN05355B-181 11 972-783-2578/www.maloufengineering.com Software licensed to Microsoft Part Dunkley Residence Job Title 33.6'x 57.3'Pool Enclosure Structure-Frame Analysis Ref Excelsior,MN.(Hennepin County) By LKN Date13-Feb-18 Chd HML Client CCSI International File MN05355B-18V0-Pod-Ern DateTme 14-Feb-201817:19 60 Ibf/ft 54, Ibf 54. Ibf 601bf/ft Ibf � 4• 54. Ibf 54. Ibf N4. Ibft 60 Ibf/ft 54. I � 54. Ibf 54. f 54. Ibf 4 I fA; 54. Ibf Ibf 54. Ibf 5 I f 54.I 4010 Ibf 20 Ibf/ft �p Ibf - 4.�Sp Ibf q Ibf bf 29, 4 Ibf 54. Ibf 54. Ibf 54. 29. 40 lb 2 , 54• 54. Ibf b�• Ibf/ 29. 40 Ib 20 Ibf/ft Ibf 54 Ibf Ib 2 . 401b 40 lb 208.7$Olbf/t. _ 4 Ibf 54. Ibf 54� 401b 29. 401 54. 201bf/ft / 0 Ibf 40 lb -56.9E0 q, 54. 4.Ibf/f Ibf 54. Ibf 1 lb 0 Ib 40 Ibf/ft 40 lb gg4 1 54. Ibf/ 401 401b 40 lb 208.730 Ibf/ft 60 54. Ibfff 2 . 40 Ib 401b 401b I 54. Ibfff 2 . 401b 29. 40 lb 29. 401b -56.9 0lbf/ft u$04 Ibf 28, 40 lb 29. 40 lb 29. 401b 2 40 Ibf 40 Ibf 29. 401 8. 40 ib -11'.330 Ib ITT 29. 40 29. 40 Ib 1 201b 29. 40 401bf 29. 40 lb 400 Ibf -11';..430 lbi air 29. 401bf 401b 1 20 lb t 2 . 401b 2 . 40 Ib -1 ;,.330 lbi FTY 40 Ib 1 20 1b -11:.330 lbi.n -113.330 lbi'tT -113.330 Ibf/ft 56.960 Ibf/ft Whole Structure Loads 12001b:1 ft 4 FRONT WIND LOAD(W1) Print Time/Date:14/02/2018 17:33 STAAD.Pro V8i(SELECTseries 6)20.07.11.82 Print Run 11 of 16 "°01B"'•a'�""�'"� MALOUF ENGINEERING INT'L, Inc. Job No Sheet No Rev 17950 Preston Rd., Ste.720, Dallas,TX 75252 MN05355B-181 12 972-783-2578/www.maloufengineering.com Software licensed to Microsoft Part Dunkley Residence Job Titie 33.6'x 57.3'Pool Enclosure Structure-Frame Analysis Ref Excelsior,MN.(Hennepin County) sy LKN Date13-Feb-18 Chd HML Client CCSI International File MN05355B-18V0-Pod-Ern Date/time 14-Feb-2018 17:19 27. 0 Ibf/ft 54.52 bf 54.5 bf 27. 0 ibf/ft bf \ 6. It,, 54.52 bf/ 54.5 bf 52 54.52 bf/ 27. 0Ibf/ft 541.52 bf/ 452 bf/ 54.52 4.52 /ft 54.52 bf/ 52 bf 54.52 bf! 5 .52 bf/ 1 54.52 bf/ 54.52 bf 27. Olbf/ft 54.52 bf 54.52 / 54.52 bf 54.824.52 bf 54.5 bf 14.52 bf 54.52 bf/ �7• bf 5415 bf/ 5�5 bf 54.52 bf 27. 0 Ibf/ft / 54.52 bf 4.52 bf 54.5 bf/ 4.52 b 54.52 bf 54.5 bf/ &A 7. bf/ I 54.5 bf 54.5 bf 54.5 bf 54.5 bf/ 7. 0Ibf/ft t 4.52 bf/ 4.52 bf/ 54.52 bf! 67.090 Ibf/ft 54.5 bf 54.52 bf 54. bf 54.52bf/ 27 54.52 bf 2� 54.52 bf/ 54.52 bf/ 54.5 bV 54.52 bf 54.52 bf b f I g \\ 54.52 bf 54.52 bf/ 54.52 bf/ 54.52 / bf 54.5 bf 54.52 bf/ - 54.52 bf/ 67.0 Ibf/ft i i 27 2 !54.52 b 54.52 bf/ 54.52 bf/ f/ - 54.52 bf/ 54.52 bf/ - \54.52 bf 54.52 bf 17. bf 54. 54.bf bf 54.52 bf/ 134.180 Ibf/fit I 54.5 bf 54.52 bf/ (27. bf/ 54.52 bf/ 134.180 1 bf/ft 1 54.52 bf/ 54.52 bf �7. bf/ 134.180 Ibf/ft I. I I 134.1801bf/ft I 134.180 Ibfift 134.180 Ibf/ft 67. Ibf/ft Whole Structure Loads 1200/b:1 h 5 SIDE WIND 1 LOAD(W2) Print Time/Date:14/02/2018 17:33 STAAD.Pro V81(SELECTseries 6)20.07.11.82 Print Run 12 of 16 MALOUF ENGINEERING INT'L, Inc. Job No sheet No Rev r, = , 17950 Preston Rd.,Ste.720, Dallas,TX 75252 MN05355B-181 13 972-783-2578/www.maloufengineering.com Software licensed to Microsoft Part Dunkley Residence Job Title 33.6'x 57.3'Pool Enclosure Structure-Frame Analysis Ref Excelsior,MN.(Hennepin County) 8Y LKN Date13-Feb-18 Chd HML Client CCSI International File MN05355B-18VO-Pool-Ern Dale/rime 14-Feb-2018 17:19 . 60 Ibf/ft 37. lbf 37. Ibf ftOlbf/ft lbf ff 37.9 Ibfhk 6.2 ( I147. Ibf! 18 Ibf/ft 37. Ibf! Ibfff 37.9 37. 37.9 ffft 37.9 Ibf 7. 1 f Ibffft 37. Ibf 37. Ibf 3 1 t t`37. Ibf•9 Ib 60lbf/ft fft _ 37.9 Ibf/ft 7. Ibf/ft 37�Ibf Ibf 7. Ibf 37. lbf gg7 ibffft 37.9 Ibf. 3 . Ibf 37. Ibf! f 60 37.9 � 37, Ibffft _fft 37. Ibffft .:' b87o IIM601bf/ft Ibf Ibffft37.9 3T. Ib f 37. lb f 37.Ibf 111#Ibf - 3T. Ibffft 37. lb 11 37. 60 Ibf/ft -54, s. t 7.9 Ibf/ft 7. lb 37.b Ibf 37. Ibffft 37. Ibffft _ - 37. Ibffft 3T. Ibf 37. If 37. Ibf 1 .�a I 37. lbffft 37. lbf/ft 37.9 IDf 37. Ibf g 37. lbffft \37. lb fHt 37. lb f 37. lbf -54. si)Ibf/ft g0 lb7 Ib 37. 37. Ibffft 37.9 ibf 37.9 IN1 6ifft 37. Ibffft 37. Ibf ffft 37. Ibf '78.870!'_f!ft \ 37. Ibffft 37. Ibffft 37. Ibf/ Ib- 37.9 Ibffft 1 a 37.9 Ibffft 37. Ibffft 78.870!.f/ft 37.9 Ibf/ft 37. Ibffft g gg77gg Ibt/it 37. Ibf/ft 1 607b 37. lbffft '78.870!'_f/ft gg 37. Ibflft 1 60 lbifft -118.870!_f/ft '78.870!'_f/ft -'18.870 Ibf/ft 54.430 Ibf/ft Whole Structure Loads 1200/b:f ft 6 SIDE WIND 2 LOAD(W3) Print Time/Date:14/02/2018 17:33 STAAD.Pro V81(SELECTseries 6)20.07.11.82 Print Run 13 of 16 MALOUF ENGINEERING INT'L, Inc. Job No Sheet No Rev r� = , 17950 Preston Rd., Ste. 720, Dallas,TX 75252 MN05355B-181 14 972-783-2578/www.maloufengineering.com Software licensed to Microsoft Part Dunkley Residence Job Title 33.6'x 57.3'Pool Enclosure Structure-Frame Analysis Ref Excelsior,MN.(Hennepin County) By LKN Date13-Feb-18 Chd HML Client CCSI International File MN05355B-18V0-Pool-Ern Date/Tme 14-Feb-2018 17:19 �10 Ibf/ft 14.*Ibf/ft 14.2 lbf/ft Olbf/ft 2 lbf/ft _ 14.224 ft 142Q.22Ibftft `11h fr. 14. IbfMt 4. l ' 14.2 IbfM _ 0 Ibf/ft 14.2 14.2 Ib f Ibf/ft 142 f 14.2 Ibf/ft 4• 14.2 Ibf/ft 14.2�2Q Ibf/it I f! 14. Ibf/ft Ibf/ft .2 Ibf 4. 14.2 Ibf/ft _ 14.2 Ibf/f 4.2 Ibf/f 4.2 Ibf/ft 14.2 lbf/ft I Ibf/fi 14.2 Ib 14 2 14.2 Ibf/ft bf/ft 14.2 Ibf/ft _ 14.2 Ibf/ft 0 Ibf/ft 14.2 /ft 14.2 Ibf/ft If/ 14.2 Ibftft _ 1 4.22q Iblif t 14.2 Ibf/ft 14.2 Ibf! 2R ` Ibf/ft 4.2 Ibf/ft 14.2 4�Sf/ft 14.2�2Q Ibffft 14.2 Ibf/ft 0 Ibf/ft 14.2 Ibf/ft 4.2 Ibf/ft 14. Ibf/ft 14.2 It 14. Ibf/ft 14.22 Ibf/ft 14.22 lbflft 7. d 1 14.2 Ibf/ft 14.2 Ibf/ft . 14.2 lbf/ft 14.2 Ibf/ft 14. Ibf/ft 14.2 Ibf/ft 14.2 lbf/ft 14. IbfHt 14. Ibf/ft - -22��0lbf/f 14.2 Ibf/ft 14.22(QbfHt 14.2. Ibf/ft d�? Ibf/it 14. Ibf/ft 14.22Qlb _ 14.2 Ibffft -45.57 ' 14.2 Ibf 14. '1f/�. 14.2 Ibf/ft - 14.2 Ibf/ft Ibffft 7. 13 fb IbfHt 14.2 Ibf/f 14.2 lb14.2 lbf f/f -45.57 "If/ii.\ 14.2 lb f/f 14.214bf/ft 1bffft f3 Ibf 7. 14.2 Ibf/ft -45.570 1 Yr.. 14.2 I bf/ft . d Ibf/ft -45.57 ' f/r. -45.57 '"if/ft -45.570 Ibf/ft -22.790 IbVft Whole Structure Loads 1200/b:1 ft 7 INTERNAL PRESSURE Print Time/Date:14/02/2018 17:33 STAAD.Pro V8i(SELECTSeries 6)20.07.11.82 Print Run 14 of 16 "10°B1G•�"�""�'"� MALOUF ENGINEERING INT'L, Inc. Jab No Sheet No Rev 17950 Preston Rd., Ste. 720, Dallas,TX 75252 MN053558-181i 15 972-783-2578/www.maloufengineering.com Software licensed to Microsoft Part Dunkley Residence Job Title 33.6'x 57.3'Pool Enclosure Structure-Frame Analysis Ref Excelsior,MN.(Hennepin County) By LKN Date13-Feb-18 Chd HML Client CCSI International File MN05355B-18V0-Pool-En, Date/Time 14-Feb-201817:19 -35.540 Ibf/ft -4 115f/ft24.��_ �,� � -54. Ib -35.540 Ibf/ft -6 ,b -4 Ibf/ft 73.70 b -35.540 Ibf/ft 6. 0 _ ,. 4llbf/ft 2.78 }` J -48 \ 99. 4 f 480.060 / 5 Ib \.35.540 Ibf/ft 105. 420f \ -4 IM/111 1 Ibf /f� iSf 12 O b O Ibf 105 99. !40'78 t, -$0 0 6 -5 bu lb \ .85.540 Ibf/ft �k&42/0 f \ -4 Ibf/ft is lio{`• `9 .144 7f/ !./�` \. .70 5 �Slb 80 Ib ,0 0 -35.540 Ibf/ft -105. Ib 420 34 -4 Ibf/ft -11 B 220 I�bf�Ib 99 144.780 \ _5 -4814 -12 P, \\" 4,�bMf \ X0.060 0 Ibf/ \-105.5 ,Ibfif9�, .420` -6 \ \ 111.)SqO Ibf1i 2.780 f/ft 70 34 111 -118 2201bf ``"Z99.14 -1 �&p.060 ft \-12 .180 Ib/f . �,.105. Ibt/ft�� � 420 f \-I11. 0 Ibf 2.78 f ` 1180 Ibf \,-88,14 f 1\ \ -12 80lbf1� -105.5 Ib \ ` 12�t�80 IbM' Whole Structure Loads 1200/b:l ft 8 UNBALANCED SNOW LOAD Print Time/Date:14/02/2018 17:33 STAAD.Pro V8i(SELECTSeries 6)20.07.11.82 Print Run 15 of 16 MALOUF ENGINEERING INT'L, Inc. Job No Sheet No Rev 17950 Preston Rd., Ste.720, Dallas,TX 75252 MN05355B-181 16 972-783-2578/www.maloufengineering.com Software licensed to Microsoft Part Dunkley Residence Job Title 33.6'x 57.3'Pool Enclosure Structure-Frame Analysis Ref Excelsior,MN.(Hennepin County) By LKN Date13-Feb-18 Chd HML Client CCSI International File MN05355B-18V0-Pool-Ern Date/Tme 14-Feb-201817:19 A5 0.34 0.123 0. ° 0.55 AS 0.07 0. 0.123 0.06 0.59 ° 155 0&7 0.07 ° 0 b.07 4 " 0.44 0.123 `'% 0_0 1b. 0.59 0 0.13 151 29j. 0.62 1 53 .78 0.78 ° 0.69 7 0.20 0.0 7 0. 5 0.44 0.123 6)0.1 0.026 0.37 0.17 X76 d 0.59 0 0. .20 0.0 0.5 0.7 1 0.7 047 0.125 0.55 0.08 0.76 0.75 0.44 0.123 0.442 0 0. .0446 0.44 0. 0.69 0.78 0.59 ° .0398 59 0. 8 0.7 2 0.29 0.37 0.2 0.7 0.75 0.43 0.123 0; 0.7 g 0'� 0.69 0.78 0.58 ° 048670.78 0.69 0.442 .775 g 0.29 0.36 0.59 0.76 0.750.0952 ° 0.69 0'" 0.69 0.77 0.091 g 0.2 0.59 0.78 0.174 .82 0.29 0.36 0.76 9 ° 0.69 0.2 0.59 0.11 0.44 0.69 0.0974 0.29 .619 0'� 0.113 ° 0.69 0.2 0'43 0.166 D.819 0.29 0.36 ° 0.69 0.0626 0.063 D.819 0.29 0.107 0. , 8 0.815 0.0885 g Max Stress Ratio Print Time/Date:14/02/2018 17:33 STAAD.Pro V8i(SELECTSeries 6)20.07.11.82 Print Run 16 of 16 66-6-8 15-6-8 12-8-0 18-9-0 Doi 14M 5b v � `O ss Doi � � J J R 12LJ11 �c 4/12 Ceili g Sloe '� C9 ry VO 6-8 0 Lo 00 5iVL m� 00 o o 0 coco -y 'A oco co � coCD 00 � w m /I\ I " \b- 5o>� \ c" �0 C�♦♦/ , /i/ \ � \ J' air�', _ � ,,'� Vii/ ♦sig, \ � ♦ '\ \\ oohs°sa�� 0 000.�f°��,c 14 °harLop'°f %�fof 71-511 ,_�„ ;, ,,, 16x8 o1h door Q \ \ oa °c�; 9� h° CIr 0,- ♦ \\ �� gess S°za°'say - -6 12- 2�/h'S0 �f \ `j�11 : \ - - - - - - \ ♦ I moo,, �r _ i �` i 10x8 o/h door � Sep \\ //♦ �ss�s � �� a`,� s tt SIC D co raD "LOS/NG PG s SECT A :)n , / s 191.211 P \ \ GAM E ROOM o.2 414 sq ft I \ / I \ / 948.4 I / / I / I / / I NEW ADDITION D C 7C �oD000D j ODOD U7( I _iD 000D 0D�000 N 0000 0000000� I 1, 00 0000 0000000000 00 000000 `, � u i :JD0 0D000D0D0D0D0 NORTH ELEVATION SCAL . h : powc, I NEW ADDITION I OD D I DD (y AN ODODOD y UL-NDL]o D D D �D D sw D D O ODpD �D(]D I a � I NORTH ELEVATION r s SCP ■ �w•wr c �f w w Ir�liCi�Mli� rTOM"W Rc4d_ to Mairtain W Max- StUd (2) U2" V4 ArwtW Soft (r Mlim Embed) k' [}}E[ Z may... ,... ,. q-7�� �d 710 M BED GREAT 1 it O / / WORKOUT ROOMT 05TIN LOWER BAR AREA ENERA rOR POOL LOUNGE AR GRADE EMENT _ I! � SECTION 1DOND '00 TECHNICAL SPECIFICATION NOTES V ill GENERAL 1. POOL ENCLOSURE STRUCTURE HAS BEEN DESIGNED IN CONFORMANCE WITH THE - IBC 2012/ASCE 7-10 FOR THE LOADING CRITERIA LISTED BELOW. 2. ALL DIMENSIONS AND DETAILS SHOWN HAVE BEEN OBTAINED FROM PARTIAL DATA&DRAWINGS SUPPLIED BY CCSI INTERNATIONAL INC.WITH NO SITE SURVEY/VISIT BY MEI. ACTUAL SITE DIMENSIONS bi SHOULD BE VERIFIED PRIOR TO FABRICATION OF ANY MATERIAL OR FIELD ADJUSTMENT PROVISIONS SHOULD BE MADE. 3. THESE DRAWINGS INDICATE THE MAJOR OPERATIONS TO BE PERFORMED,BUT DO NOT SHOW EVERY FIELD CONDITION THAT MAY BE ENCOUNTERED. THEREFORE,PRIOR TO BEGINNING OF WORK,THE CONTRACTOR SHOULD SURVEY THE JOB SITE THOROUGHLY TO MINIMIZE FUTURE FIELD PROBLEMS. CCS1 4. ENCLOSURE SHALL BE INSTALLED BY A CONTRACTOR EXPERIENCED IN SIMILAR WORK. CARE SHALL BE TAKEN IN THE INSTALLATION , ANY AND ALL MEMBERS IN ACCORDANCE WITH RECOGNIZED INDUSTRY INTERNATIONAL, INC• STANDARDS AND PROCEDURES. ALL APPLICABLE OSHA SAFETY GUIDELINES ARE TO BE FOLLOWED. MEI IS NOT PROVIDING FIELD INSTALLATION SUPERVISION. /^ 5. THE FOUNDATION SHALL BE DESIGNED BY OTHERS AS REQUIRED TO WITHSTAND THE LOADS IMPOSED _/ i� 51 n ,e �e/►1� v� BY THE NEW ENCLOSURE SHOWN ON THE DRAWINGS. {�(, S 6. THE PLANS AND DETAILS WITHIN DO NOT INCLUDE DETAILS OR DESIGN FOR DRAINAGE OR _/ /� WATERPROOFING OF EXTERIOR OR INTERIOR SURFACES OF THE BUILDING/STRUCTURE. U /' / /n /// �'^�y ./w RECEIVED 7. PANELS ARE ATTACHED TO STRUCTURAL MEMBERS WITH STEEL SCREWS AS PER PANELS MANUFACTURER </l ( ax w( (/ (/[ �'(/l REQUIREMENTS&RECOMMENDATIONS FOR LOADING. ENCLOSURE PANELS ARE TO MEET RATED LOADS /� / MAR 21 2018 AS PER MANUFACTURER SPECIFICATIONS. ,^ A n I 0 `il' �l/./_ 0(/,5 B. CONSULT CCSI INTERNATIONAL INC.CONSTRUCTION MANUAL FOR MORE DETAILS. ROOF PANELS CI OF OF2Q0 9. FASTENER HOLES IN ROOF PANELS THAT ARE NOT FACTORY DRILLED AND MUST BE DRILLED IN THE FIELD. 10.PANEL FASTENERS#14 TEK S.S.TO BE SPACED MAX.AT 24"O.C.AND AS PER PANELS MANUFACTURER REQUIREMENTS AT ALL SIDES OF PANELS. 11.PANELS ARE TO MEET RATED LOADS AS PER MANUFACTURER SPECIFICATIONS. D U N KEY RESIDENCE STRUCTURAL ALUMINUM & STEEL CODE COMPLIANCE 12.ALL FABRICATION AND INSTALLATION SHALL BE DONE IN ACCORDANCE WITH THE ALUMINUM ALL WORK SHALL BE PERFORMED AND MATERIAL INSTALLED IN ACCORDANCE ASSOCIATION"ALUMINUM CONSTRUCTION MANUAL AND SPECIFICATIONS". WITH THE CURRENT EDITIONS OF THE FOLLOWING CODES AS ADOPTED BY THE 2709 WALTERS PORT LN. LOCAL GOVERNING AUTHORITIES. 13.ALL ALUMINUM ANGLE,CHANNEL,PIPE AND MISCELLANEOUS MEMBERS SHALL CONFORM TO ASTM 8308 SPECIFICATIONS ALLOY 6061-T6. CODE: IBC 2012/ASCE?-10 EXCELSIOR, MN SS331 14.ALL ALUMINUM PLATE MEMBERS SHALL CONFORM TO ASTM 8209 SPECIFICATIONS-ALLOY 6061-T6. 15.ALL STEEL BOLTS SHALL BE NEW 1/2"DIAMETER HIGH STRENGTH STAINLESS STEEL 316 BOLTS,BEARING TYPE'X'(THREADS EXCLUDED), UNLESS NOTED OTHERWISE.USE LOCKNUTS&FLAT WASHERS ON ALL - BOLTS. LOADING CRITERIA 9 16.ALL BOLTS SHALL BE TIGHTENED USING TURN-OF-THE-NUT METHOD. LIVE ROOF LIVE LOAD 20 psf 17.EXPANSION ANCHOR BOLTS AND TEK SCREWS SHALL BE AS CALLED FOR ON PLANS AND AS FLOOR LOAD N/A MANUFACTURED BY HILTI FASTENING SYSTEMS OR DEWALT ANCHORS OR APPROVED EQUAL. ANCHORS ROOF SNOW:.DAD 50 psf TO BE INSTALLED IN HOLES DRILLED WITH CARBIDE TIPPED DRILL BITS. INSTALL AND TORQUE BOLTS WIND WIND SPEED 115 MPH(3 SEC.) D RAW I N G INDEX AS PER MANUFACTURER'S RECOMMENDATIONS. _ RISK CATEGORY II 18.EXPANSION ANCHORS ARE TO BE INSTALLED INTO REINFORCED CONCRETE OR SOLID GROUTED BOND EXPOSURE D T01 TITLE SHEET AND TECHNICAL SPECIFICATION NOTES BEAMS WITH A MINIMUM 28 DAY COMPRESSIVE STRENGTH OF 4,000 PSI. TOPOGRAPHY FArTOR Kzt=1.00 19.ALL WELDING SHALL BE DONE USING 5556 FILLER WIRE ELECTRODES AND IN ACCORDANCE WITH THE IMPORTANCE FACTOR I=1.00 S01 OVERALL STRUCTURAL PLAN VIEW AMERICAN WELDING SOCIETY(A.W.S.)STANDARDS AND SPECIFICATIONS. INTERNAL PRESSURE COEFFICIENT GCpi= f0.18 SO2 STRUCTURAL ELEVATION VIEW 68.38 psf(ROOF) 0 DESIGN COMPONENTS'?<CLADDING 43.51 psf(WALLS) S03 STRUCTURAL CROSS-SECTION VIEWS SEISMIC IMPORTANCE FA TOR Ie=1.00 SO4 STRUCTURAL CONNECTION DETAILS y OCCUPANCY CAI EGORY I SITECLAS5 "D° S05 STRUCTURAL CONNECTION DETAILS SPECTRAL RESPONSE Ss=0.05 g _ RESPONSE MODIF.FACTOR R= 3.5 "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 En ineer under the laws of the State of Minnesota." E. Mark License#2#2 MN License CCSI INTERNATIONAL INC. ROUE ENGINEERING INiERMO%, INC. 17950 PRESTON ROAD SUITE 720 DUNKLEY RESIDENCE DALLAS, TEXAS 75252-5635 (fox: 972-783-2578 (fox: 2583) TITLE SHEET AND TECHNICAL SPECIFICATION NOTES � _ www.maIoufengIneering.com 2709 WALTERS PORT LN. CCS1 L MEI PROJECT ID SHEET NUMBER REV. ®MQINC 2018 EXCELSIOR, MN 55331 INTERNATIONAL INC. o oz/15/le ISSUED FOR CONSTRUCTION IRS LKN MM r N0. DATE REVISIONS DRAWNENG'D.APP'D FEB 15, 2018 MN05355B-18V0 T01 0 ;;ER SHAT T01 FOR TECH.SPS.NOTES a a N .-1 PARTIAL SIDE OPEN TO OTHER STRUCTURE 202 W 0 O 0 O ELECTRIC ELECTRIC ELECTRIC ELECTRIC LLL L7 ROOF ROOF ROOF ROOF u p OPENINGS OPENINGS OPENINGS OPENINGS W O 0� H :D z U O 3 0 F- U O o 0 V7 LL U J Q 5 O u to o u o 0 0 .. O Z z O 0 > F- 0 o z Y LL w 0 0 0o O J O o 0 Q 9 M W r� z o w 0 � o 0 0 D.G.DOOR D.G.DOOR D.G.DOOR D.G.DOOR D.G.DOOR D.G.DOOR D.G.DOOR 201 302 303 301 303 1 1/4"TYP. 8'-1 3/4"CL.-OF-COL.TO CL.-OF-COL. TYP.7 PLACES 57'-2 3/4 OUT-OF-COLUMN TO OUT-OF-COLUMN n STR�T��RAL PLAN: OVERALL POOL HOUSE BUILDING ROOFTOP 10� SCALE: "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 En sneer under the laws of the State of Minnesota." MLOUf ENGINEERING INiERNAiIONA� INC. E.Mark Maloof CCSI INTERNATIONAL INC. 17950 PRESTON ROAD SUITE 720 DUNKLEY RESIDENCE MN License#22133 , DALLAS, TEXAS 7(fax: 5635 OVERALL STRUCTURAL PLAN VIEW 972-783-2578 (fax: 2583) CCS1 www.maloufen ineerin .com 2709 WALTERS PORT LN. 9 9 /� L MEI PROJECT ID SHEET NUMBER REV. INC.2018 EXCELSIOR, MN 55331 INTERNATIONAL, INC. 0 02/15/19 ISSUED FOR CONSTRUCTION TRS LKN MM T FEB 15,2018 MN05355B-18V0 SO1 0 0 ME, NO. DATE REVISIONS ENG D.IPPD 3/4"DIA.ALUMINUM SOLID ROD BRACE REFER SHEET 701 FOR TECH.SPEC.NOTES CROSSED AS SHOWN TYPICAL IN WALL AND ROOF PANELS AS SHOWN SERVICE LOAD REACTIONS TYP.AT BASE OF COLUMNS: MAXIMUM DOWNLOAD PER COLUMN: 6.39 KIPS MAXIMUM UPLIFT PER COLUMN: 1.77 KIPS MAXIMUM SHEAR PER COLUMN: 1.90 KIPS TYP.AT FREE END OF RAFTERS: 6 MAXIMUM SHEAR PER RAFTER: 3.70 KIPS MAXIMUM AXIAL(IN/OUT)PER RAFTER: 3.10 KIPS a NOTE:ALL RAFTER LOADS ARE IN DIRECTIONS a PERPENDICULAR/PARALLELTO ATTACHMENT WALL. � M O bo N 8' 1 3/4"C-TO-C 303 4 302 301 STRUCTURAL ELEVATION: POOL HOUSE — SIDE WALL 202 SCALE: 1/8"=1'4" (RIGHT SIDE SHOWN) (SKIN NOT SHOWN FOR CLARITY) � r ALUMINUM RAFTER (CCSI PART#800500) QQY O P Q y � m m io o N 8'-1 3/4"C-TO-C 8'-1 3/4"C-TO-C 8'-1 3/4"C-TO-C 8'-1 3/4"C-TO-C 8'-1 3/4"C-TO-C 8'-1 3/4"C-TO-C O 301 302 303 303 303 STR��T�[ ALRELEVATION: POOL HOUSE — SIDE WALL 20 SCALE: (LEFT SIDE SHOWN "I hereby certify that this plan,specification,or report was prepared (SKIN NOT SHOWN FOR CLARITY) by me or under my direct supervision and that I am a duly Licensed Professional En sneer under the laws of the State of Minnesota." uf f,IALOUF ENGINEERING IONAiIONN, INC. E.Mark mt, CCSI INTERNATIONAL INC. RAM,17950 PRESTON ROAD SUITE 720 DUNKLEY RESIDENCE MN Li , ' \ 972-78 TEXAS 7(fax: 5635 STRUCTURAL ELEVATION 972-783-2578 (fax: 2583) CCS1 www.maloufen ineerin .com 2709 WALTERS PORT LN. 9 9 MEI PROJECT ID SHEET NUMBER REV. ArC.2018 EXCELSIOR, MN 55331 INTERNATIONAL, INC. 0 02/15/18 ISSUED FOR CONSTRUCTION '� LKN NMN05355B-18V0 SO2 0 0 MQr N0. DATE REVISIONS DWA WD.i1PPD REFER SHEET T01 FOR TECH.SPEC.NOTES COMPOSITE ALUMINUM RAFTER-BUILTUP FROM (1)7"STD. RAFTER MEMBER(CCSI#800500-TOP CHORD)& (1)8"x 2"TUBE(MIDDLE CHORD)& ALUMINUM RAFTER "*M (1)6"x 2"TUBE(BOTTOM CHORD) (CCSI PART#800500) ryp A TYP. 404 ALUMINUM PURLIN CEL EXTRUSION SHAPE DIE#14482) 2 * 404 ALUMINUM PURLIN (EXCEL �y (EXCEL EXTRUSION SHAPE DIE#14482) �Yp TYP. B 501 401 a o a c N 502 N 502 POOL HOUSE COMPOSITE ALUMINUM DOUBLE COLUMN: POOL HOUSE SIM. 2 1/2"x 7 1/4" (WALLTHK.VARIES) (2)7"STD.COLUMNS(CCSI#800400) ALUMINUM TUBULAR COLUMN FRAME FOR FULL HEIGHT FRAME (CCSI PART#800400) TYP. TYP.2 504 503 now sp GRADELINE GRADE LINE 33'-7"CL-OF-COLUMN TO CL-OF-COLUMN 7- 33'-7"CL-OF-COLUMN TO CL-OF-COLUMN SECTION: POOL HOUSE FRAME SECTION: POOL HOUSE FRAME - END WALL 303 SCALE: 1/8"=V-0" (RAFTER w/ COLUMN 303 SCALE: 1/8"=V-0" (RAFTER w/ COLUMN) - TYP. 5 PLACES) COMPOSITE ALUMINUM RAFTER-BUILTUP FROM 404 (1)7"STD.RAFTER MEMBER ALUMINUM RAFTER (CCSI#800500-TOP CHORD)& (CCSI PART#800500) 403 (1)8"x 2"TUBE(BOTTOM CHORD) a TAP TYP. 2 NP ALUMINUM PURLIN 404 ALUMINUM PURLIN v (EXCEL EXTRUSION SHAPE DIE#14482) a TYP. (EXCEL EXTRUSION SHAPE DIE#14482) � P TYP. he 2 ED 402 nP 405 a 502 502 401 „y c a m SIM. SIM. o Y ALUMINUM RAFTER �? to N 502 (CCSI PART#800500) F 502 o POOL OUSE TMP TYP. * COMPOSITE ALUMINUM DOUBLE COLUMN: END ALL 2 1/2"x 7 1/4" (WALLTHK.VARIES) SIM. 2 1/2"x 7 1/4" (WALLTHK.VARIES) (2)7"STD.COLUMNS(CCSI#800400) Ir m FOR FULL HEIGHT ALUMINUM TUBULAR COLUMN ALUMINUM TUBULAR COLUMN Typ 503 (CCSI PART#800400) (CCSI PART#800400) TYP.2 0 POOL HOUSE 2 1/2"x 4" (WALL THK.VARIES) FRAME ALUMINUM TUBULAR COLUMN 503 504 GRADE LINE (CCSI PART#800450) TYP. 7"t CL.-CL. CL-COL TO CL-COL CL-COL TO CL-COL CL-COL TO CL-COL CL-COL TO CL-COL 7"t CL.-CL. 33'-7"CL-OF-COLUMN TO CL-OF-COLUMN GRADE LINE 33'-7"CL-OF-COLUMN TO CL-OF-COLUMN SECTION: POOL HOUSE FRAME - END WALL SECTION: POOL HOUSE FRAME 301 SCALE: 1/8"=r-0" (RAFTER w/ COLUMNS - 1 PLACE) 302 SCALE: 1/8"=V-0" (RAFTER w/ COLUMNS (SKIN NOT SHOWN FOR CLARITY) "I hereby certify that this place,1p if i ffn)or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional En ineer under the laws of the State of Minnesota." NAEOUF ENGINEERING 10NAiIONAI, INC. E. Licensark e #2 CCSI INTERNATIONAL, INC. 17950 PRESTON ROAD SME 720 DUNKLEY RESIDENCE MN License#22133 DALLAS, TEXAS 7(fax: 5635 STRUCTURAL CROSS-SECTION VIEWS 74 972-783-2578 (fax: 2583) www.maloufen ineerin .com 2709 WALTERS PORT LN. CCS1 Iq 9 9 t MEI PROJECT ID SHEET NUMBER REV. ®MQ,INC.2t118 EXCELSIOR, MN 55331 INTERNATIONAL, INC. 0 02/15/18 ISSUED FOR CONSTRUCTION In LKN MM FEB 15,2D1B MN05355B-18V0 S03 0 N0. DATE REVISIONS DRkNIIFNGD.APPb R9FE3e SHEEr 701 Fele TECH.SPEC.NOTES BUILTUP COMPOSITE ALUMINUM RAFTER MEMBER NOTE: BOTTOM CHORD OF RAFTER BUTTS AGAINST SIDE OF COLUMN; 3/8"THK.ALUMINUM BRACKET TOP CHORD CONTINUES ALONG TOP OF COLUMN. 1/4"S.S.TEK w/(12)3/8"DIA.S.S BOLTS SALUMINUM RIDGE x fg 1/4" 1 7/8"FLAT BAR (CCSI PART#800300) a 102020 ALUMINUM SPACER BUILTUP COMPOSITE ALUMINUM RAFTER MEMBER C NOTE: BOTTOM CHORD OF RAFTER BUTTS AGAINST BOTTOM OF T-SECTION; TOP CHORD CONTINUES TO PEAK OF BUILDING. TYP. PL. 1/4"THK.ALUMINUM PLATE w/(8)3/8"DIA.x 4"LG.S.S.BOLTS 5/16" TYP.N.S.&F.S.ON / TOP&BOTTOM CHORD OF RAFTER 3/16" / OO ALUMINUM RAFTER MEMBER / 3/16" ALUMINUM PURLIN (EXCEL EXTRUSION /ttSHAPE DIE#14482) f� I BUILTUP COMPOSITE ALUMINUM / / TyP \ 5/16"DIA.x 1"LG. COLUMN MEMBER 5/16" THK.ALUMINUM PLATE MOUNTING BOLT PL.1/4" w/(6)3/8"DIA.x 4"LG.S.S.BOLTS TYP.N.S.&F.S.OFT-SECTION TYP. 3/16" 3/8"THK.ALUMINUM T-SECTION PURLIN PLATE PL.3/8"THK.ALUMINUM PLATE DETAIL: TYPICAL COLUMN—DOUBLE w/(12)3/8"DIA.x4"LG.S.S.BOLTS RAFTER CONNECTION DETAIL: TYPICAL RAFTER PEAK CONNECTION DETAIL: TYP. PURLIN END CONN. 402 SCALE: 11/2"=V-0" (NP, AT TOP OF EACH FRAME WALL COLUMN) 403 SCALE: 1 1/2"=V-0" (TYP. AT PEAK OF EACH FRAME RAFTER) 404 SCALE: 1 1/2"=V-0" (TYP. AT EACH END OF EACH PURLIN) 5/16" g O 5/16" O ALUMINUM RAFTER MEMBER 3/8"THK.ALUMINUM T-SECTION COMPOSITE ALUMINUM DOUBLE RAFTER-BUILTUP FROM TYP. 5/16" I I I I (2)7"STD. RAFTER MEMBERS(CCSI#800500-TOP&BOTTOM CHORDS) STITCH WELDED w/6"LG.WELDS AT 12"O.C. EXTRUDED ALUMINUM COLUMN MEMBER 5/16" I I I ALONG ENTIRE LENGTH _LVNOTE:BOTTOM CHORD OF RAFTER BUTTS AGAINST SIDE OF COLUMN; PL.3/8"THK.ALUMINUM TOP CHORD CONTINUES ALONG TOP OF COLUMN. STIFFENER PLATE COMPOSITE ALUMINUM DOUBLE COLUMN-BUILTUP FROM a (2)7"STD.COLUMNS(CCSI#800400) !! STITCH WELDED w/6"LG.WELDS AT 12"O.C. TYP. 5/16" ALONG ENTIRE LENGTH 9 DETAIL: TYPICAL COLUMN—SINGLE ER CONNECTION DETAIL: TYPICAL DOUBLE COLUMN—DOUBLE RAFTER CONNECTION (401)*SCALE: 11/2"=1'-0" (TYP, AT TOP OF EACH END WALL COLUMN) 405 SCALE: 1 1/2"=V-0" (TYP. EACH END WALL COLUMN) "I hereby certify that this plan,specification,or report was prepared t97 by me or under my direct supervision and that I am a duly Licensed Professional En ineer under the laws of the State of Minnesota." AIAEOUF ENGINEERING INiERNAiIOWIL, INC. E.Mark se#2 CCSI INTERNATIONAL, INC. ' 17950 PRESTON ROAD SUITE 120 DUNKLEY RESIDENCE uf MN License#22133 DALLAS, TEXAS 972-783-2578 (fax:7(fax: 2583) CCS1 5635 STRUCTURAL CONNECTION DETAILS www.maloufen ineerin .com 2709 WALTERS PORT LN. 9 9 L MEI PROJECT ID SHEET NUMBER REV. INC.2018 EXCELSIOR, MN 55331 INTERNATIONAL, INC. 0 02/15/18 ISSUED FOR co"srnucrlON 1Rs IxN MM FEB 15,2018 MN05355B-18V0 SO4 0 0 MQr N0. DATE REVISIONS DRkMN ENG D.APPb TO. EP 5/16" PL. 3/8"THK.SPLICE PLATE PL.3/8"THK.SPLICE PLATE RERSHEETTOI FOR TECH.$PEC.wnits WELDED TO INSIDE OF TOP SECTION I V I WELDED TO INSIDE OF TOP SECTION TYP.EACH SIDE OF TUBE TYP.EACH SIDE OF TUBE r----1 r-- —1 ALUMINUM COLUMN MEMBER ir4 ALUMINUM COLUMN MEMBER I I I I I I I TOP SECTION II II TOP SECTION I I I I I I I I II II Z I I I I I I I II II s f I I I I I I I I II II s I I I I I I I I (6)1/2 DIA.THRU BOLTS II II (6)1/2 DIA.THRU BOLTS z I I O I I( I I I O O I I I I Ilt_d f I I I I I I I I II II I I I I I I I�u( I I I COMPOSITE ALUMINUM TUBULAR COLUMN ALUMINUM COLUMN � �. z (2)STANDARD CCSI PART#800400 " f r `1 r I r I I I I REFER 301&501 ALUMINUM COLUMN MEMBER ALUMINUM COLUMN MEMBER I ( I I 1/4"THK.x 2"WIDE ALUMINUM BASE SHOE I I ALUMINUM BASE SHOE BOTTOM SECTION BOTTOM SECTION I I I I TYP.2 3/4"MIN. 3/4"MIN. (8) #14-14"x 1"LG.S.S.TEK FASTENERSS.S.TEK FASTENERS TYP. 2 1/2" 2 1/2" Typ, I--, TYP.4 PER SIDE TYP.4 PER SIDE 4"MIN. 4"MIN. I I I I I (1)COLUMNS SINGLE AT 5/8"DIA. DEWALT POWER STUD+SDI. * I II ANCHOR BOLT SIDE VIEW SIMILAR CONDITIONS (MIN.4"EMBED.INTO CONCRETE) II END VIEW _ _ J _ _ INSTALL AS PER MANUF.INSTRUCTIONS. ANCHORS ARE TO BE INSTALLED INTO zr REINFORCED CONCRETE OR SOLID GROUTED E BOND BEAMS. DETAIL: TYPICAL COLUMN SPLICE 502 SCALE: 1 1/2"=V-0" (TYP, AS SHOWN AND AS REQ'D. ON LONGER COLUMNS) COMPOSITE ALUMINUM TRIPLE RAFTER-BUILTUP FROM (1)7"STD. RAFTER MEMBER(CCSI#800500-TOP CHORD)and (1)8"x 2"TUBE(MIDDLE CHORD)AND (1)6"x 2"TUBE(BOTTOM CHORD) 6"MIN. 6"MIN. 6"MIN. STITCH WELDED w/6"LG.WELDS AT 12"O.C. (TYP-) (TYP.) (TYP.) ALONG ENTIRE LENGTH SIDE VIEW END VIEW NOTE: BOTTOM CHORDS OF RAFTER BUTT AGAINST SIDE OF COLUMN; TOP CHORD CONTINUES ALONG TOP OF COLUMN. DETAIL: TYPICAL INTERIOR COLUMN BASE CONNECTION 504 SCALE: NOT TO SCALE (TYP. AT BASE OF EACH INTERIOR COLUMN) i 3/16" TYP. i / EXTRUDED ALUMINUM COLUMN MEMBER EXTRUDED ALUMINUM I I I I COLUMN MEMBER ® I I 1/4"THK.x 2"WIDE ALUMINUM BASE SHOE I I ALUMINUM BASE SHOE i I—I (8)#14-14"x 1"LG.S.S.TEK FASTENERS 1'* I S.S.TEK FASTENERS TYP.4 PER SIDE TYP.4 PER SIDE I i I i (1)5/8"DIA. DEWALT POWER STUD+SDS. i — — I (MIN.4"EMBED.INTO CONCRETE) INSTALL AS PER MANUF.INSTRUCTIONS. ANCHOR BOLT ANCHORS ARE TO BE INSTALLED INTO 5/16" I I REINFORCED CONCRETE OR SOLID GROUTED z BOND BEAMS. PL.3/8"THK.ALUMINUM I I STIFFENER PLATE II TMP. 5/16" 0 I COMPOSITE ALUMINUM DOUBLE COLUMN-BUILTUP FROM v (2)7"STD.COLUMN(CCSI#800400) 6"MIN. 6"MIN. j STITCH WELDED w/6"LG.WELDS AT 12"O.C. (TYP.) (TYP.) E ALONG ENTIRE LENGTH SIDE VIEW END VIEW DETAIL: TYPICAL DOUBLE COLUMN-TRIPLE RAFTER CONNECTION R DETAIL: TYPICAL EXTERI L O COLUMN BASE CONNECTION 501 SCALE: 1 1/2"=V-0" (TYP. EACH INTERIOR FRAME COLUMN) 503 SCALE: 3"=V-0" "I hereby certify that this plan,sl(eTYFatiA,1oa& vQFFpp"H COLUMN) by me or under my direct supervision and that I am a duly Licensed Professional En ineer under the laws of the State of Minnesota." uf IrIAEOUF ENGINEERING INUNAiIONAL, INC. E. Licensark e #2 CCSI INTERNATIONAL INC. 17950 PRESTON ROAD SURE 72D DUNKLEY RESIDENCE MN License#22133 , DALLAS, TEXAS 7(fox: 5635 STRUCTURAL CONNECTION DETAILS 972-183-2578 (fax: 2583) CCS1 www.maloufen ineerin .com 2709 WALTERS PORT LN. 9 9 L MEI PROJECT ID SHEEP NUMBER REV. INC.Z018 EXCELSIOR, MN 55331 INTERNATIONAL, INC. ° 02/15/18 ISSUED FOR CONSTRUCTION TRs LKN MM FEB 15,2018 MN05355B-18V0 S05 0 0 ME, N0. DATE REVISIONS maw 91 wPb COMPOSITION ROOFING ROOF VENTILATION 1 SQ. FT. OF VENT FOR EVERY 150 SQ. FT. OF ATTIC AREA. ASPHALT SHINGLES SHALL BE FASTENED ACCORDING TO MANUFACTURERS INSTRUCTIONS TO SOLIDLY SHEATHED ROOFS. NOT LESS THAN 4 NAILS PER EACH 36" TO 40" STRIP SHINGLES AND 2 NAILS PER EACH 9" TO 18" INDIVIDUAL SHINGLE. (TABLE 15-B-1) SEE TRUSS DATA SHEET ENGINEERED ROOF TRUSSES AT 24" O.C. ATTACH TO TOP PLATE WITH SIMPSON H-2 HURRICANE ANCHORS. BRACING PER TRUSS DATA SHEETS AND B W T-76 WITH W BRACING AT GABLE ENDS AND WEB BRACING WHERE NEEDED. ALUM FOOL ENCLOSURE NORTH EAST ELEVATION MAR 2 12018 CITY OF ORONO Scale 3/16" = 1'-0" TRUSS NOTES: 1. ALL TRUSSES SHALL CARRY MANUFACTURERS STAMP. ATTIC VENTILATION: AREA/300 2. ALL TRUSSES SHALL BE INSTALLED & BRACED TO MANUFACTURERS SPECIFICATIONS. PROVIDE 1" MIN. AIR GAP AT EAVES WITH INSULATION 3. ALL TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEP BAFFLES TYP. AT ALL TRUSS APPROVAL OF ENGINEERING CALCULATIONS. BAYS. 4, ALL TRUSSES SHALL HAVE DESIGN DETAILS & DRAWINGS ON SITE FOR PROVIDE GABLE VENTS ALL FRAMING INSPECTION. GABLE ENDS. 5. NON BEARING WALLS SHOULD BE HELD DOWN FROM THE TRUSS BOTTOM PROVIDE GALV. ROOF VENTS CHORD W/ SIMPSON STC TO INSURE THAT THE TRUSS BOTTOM CHORD WILL ON BACKSIDE OF ROOFLINE NOT BEAR ON THE WALL. ABOVE CONDITIONED AREA. 6. ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER T BE PROVIDED BY TRUSS MANUFACTURE. 7. ALL ROOF FRAMING 24" O.C. 8. ALL ROOF PITCH (see elevations) 9. SCISSORS TRUSS CEILING PITCH 2:12. 10. TRUSSES MANUFACTURED BY 11. ALL OVERHANGS 16". ALUM FOOL ENCLOSURE NORTH EAST ELEVATION MAR 2 12018 CITY OF ORONO Scale 3/16" = 1'-0" SOUTH EAST ELEVATION (DRIVEWAY ENTRANCE) EX15TING HG .AORTI'd WEST ELEVATION (LAKE VIEW) V' 11 V A 1-0 000 SOUTH EAST ELEVATION (DRIVEWAY ENTRANCE) EXISTING HG NORTH WEST ELEVATION RECEIVED (LAKE VIEW) MAR 1 v 2010 CITY OF ORONO 2 EXISTIN BASEMENT PLAN ALL HEADERS AT WINDOWS & DOORS 3 - 9 1/2 LVL 19'-8" ---------- - 66`-6,► 14 ,'.'CAVATED / PG / / � v Ao SCALE 3/16" =1'-0Flo " RECEIVED ' N +�+ C� MAR 1 2018 A a� A 9'CEILING cinOFORONo