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HomeMy WebLinkAbout2017 - 00197 - addn/remodel/repair tI I II III I I II II II II I I II II II CITY OF ORONO * 2 0 1 7 - 00 1 97 * 2750 KELLEY PARKWAY DATE ISSUED: 03/16/2017 ORONO, MN 55356- (952) 249-4600 FAX: (952)249-4616 ADDRESS : 1099 WILLOW DR S PIN : 10-117-23-24-0016 LEGAL DESC : UNPLATTED 10 117 23 : LOT 000 BLOCK 000 PERMIT TYPE : ADDITION/REMODEL/REPAIR PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : ADDN/REMODEL/REPAIR ACTIVITY : 434-RESIDENTIAL VALUATION : $ 75,000.00 NOTE: SEPARATE PERMITS REQUIRED: PLUMBING,MECHANICAL,ELECTRICAL(STATE) REMODEL APPLICANT PERMIT FEE SCHEDULE 912.92 DOWNING,KATHERINE STATE SURCHARGE(VALUATION) 37.50 1099 WILLOW DRS TOTAL 950.42 WAYZATA,MN 55391- Payment(s) CREDIT CARD 9750 950.42 OWNER DOWNING,KATHERINE 1099 WILLOW DR S WAYZATA,MN 55391- 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. :5kf �7 ��c J► ft- - - lf� l 4', ant Perm'r ee Signature \ Date Issued By Signature Date r ' City of Orono Building Permit Application for Maintenance / ReplperTent.4emodel R - Residential ONLY (i.e. windows, doors, siding, re-roof, etc. STRUC RAL EXPANSION) OA, Mailing Address: / ;qo/ 1-00/ 97 �'� `YO y� PO Box 66 Pe it number: ftL Crystal Bay, MN 553 -0i.09 1-'4L" B;te received: E./ct+i Street Address: Re a 2750 KelleyPa ayL r '�'��� o)o/ ! y� Pan review ee: 7-� �ktstior- 3 ` Orono, MN 55356 Cr6-; 5f3. t� 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: 1 Job Site Address: l 9 9 IA) l\lUw T r - Will this be a Parade of Homes, Remodelers Showcase Home or other Display Home? ❑Yes 119.No 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/APPI,,ICJ�M ANTi INFOATION: •c� Name: IC CA2Z-11(",� J (A)✓) ) ✓) tl State License# Expiration Date: Lead Certification Number: Expiration Date: (for work on homes that were constructed prior to 1978 Phone: (cell) b/2 - ,s2-9-cz9 Z Z (office) Mailing Address: q )d--k A V '[' So City: /c�-PL a ZIP: S S'-123 Contact Person: 1--V1 1 O(A.) Applicant is: Contractor / �-lomeowner (circle one) Email and/or Fax: 1ai. d OCCA) n n c'1 11) 14•/ L (,Vw,% PROPERTY OWNER/INFOR ATIO o C Name: I` Q�- © (�1> > O� J&�) Q'�G �o/Z-34 3` `1L0 Phone(day): t� /2 - � q, 14 9 Z Address: '7 L( 2/ ( 04- JQ V� � City: 1C.J7`t')vale/ ZIP: SS9 23 Email and/or Fax: /<' t csW � Uy� n �, ('j rV1 a, L , c,'V1 � U PROJECT INFORMATION: Overall project description: Type of Project: / Any earth movement may also require ❑Door(s) I�Remodel ❑ Fire Damage MCWD review&permits: ❑ Re-roof,asphalt 0 Repair 0 Storm Damage Minnehaha Creek Watershed District(MCWD) 15320 Minnetonka Blvd ❑ Re-roof,cedar 0 Restoration 0 Water Damage Minnetonka, MN 55345 ❑ Re-roof,other(specify) 0 Siding 0 Other: (specify) Phone: 952-471-0590 Fax: 952-471-0682 ❑Window(s) www.minnehahacreek.org Estimated Construction Valuation of Project(excluding land) $ 51 ® 0 0 APPLICANT ACKNOWLEDGEMENT: • Agrees to provide all information required or requested by the Building Department; • 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 application may not be issued. Applicant's Signature: Date: Owner's Signature: A". / Date: rna P. 2 , 20 Last Updated:January 2016 • PLAN REVIEW CHECKLIST FOR NEW STRUCTURES / ADDITIONS Address: J l?/ -/ ' W /i/D((/ �i' V& Permit No.: V/7 00/F7 Description of work: Date Rec'd: 07/7 Septic review by: SP(V-Ce" 9 i/V g/( Date Approved: Zoning review by: Date Approved: Building review by: ‘f3/‘4 ' --(;-421 -G4Date Approved: ? •P/r Grading review by: Date Approved: Zoning District: Zoning File#: / Reso#: Reso Date: Zoning: Lot Area: SF/AC Width: Lot Coverage: SF % Survey Submitted: D Yes 0 No Date •f Survey: Revised date(?): Landscape plan submitted? Yes 0 No L. dscaper: Proposed Setbacks: Front(Lake) Rear(Street) \ ( N S ' W ) ( N S E W ) Other Buildings Wetland Si,e 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, St ries FOR A BUILDING WITH A BASEMENT OR CRAW SPACE FOR A BUILDING ON A SLAB FOUNDATION: The distance•etween the I.west proposed Slab at or above grade— START WITH floor(of the.-sement or cr-wl space)and measure from highest existing the highest.oint of the roof. START WITH grade to the highest point of the roof even if fill was brought in to elevate home. If you have a... SUBTRACTION • GA: E OR HIPPED RO• (no Slab below grade—measure (BASED ON win.ows): Subtract half the distance from highest existing grade to the ROOF TYPE) be een the highest point o the roof highest point of the roof. tot e low point of the corres•onding If you have a... ga.le or hipped roof • OR HIPPED ROOF SUBTRACTION (no windows): Subtract half • G BLE OR HIPPED ROOF(w h (BASED ON the distance between the w dows): Subtract half the dis:nce ROOF TYPE) highest point of the roof to b-tween the top of the highest the low point of the indow and the highest point of t e corresponding gable or •of hipped roof • 'LL OTHER ROOF TYPES(flat, • GABLE OR HIPPED ROOF mansard,etc):No subtraction. (with windows): Subtract SUBTRACTION Sub act the distance between the half the distance between (BASED ON bas:ment/crawl space floor and the the top of the highest EXISTING hig est existing grade adjacent to the window and the highest GRADES) fou dation OR 10 feet(whichever is less). point of the roof • ALL OTHER ROOF TYPES (flat,mansard,etc):No EQUALS D:fined building height subtraction. Defined building height EQUALS Updated: October 2015 z:\forms\plan review checklist 10-2015.docx Shoreland District MCWD Permit Average Lakeshore Setback Bluff Met? Permit Number: ❑ Yes ❑ No 0 N/A 0 Yes 0 ❑ Yes ❑ No No 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) ❑ Yes ❑ No ❑ Yes ❑ No 1 2 3 4 5 Type(s): Type(s): Fees to be Charged YES NO Permit V Plan Review 1/ State Surcharge Investigation Fee 1/` SAC-Number of SAC Units (/' Other(specify) 1/— Square Footage $ per Square Footage Basement X = $ 1st Floor X = $ 2nd Floor X = $ Garage X ,�y/) = $ �/ Estimated Construction Value: $ L 5 MO Orono Inspections Required Work Requiring Separate Permits ;Footing 0 Site 4,Plumbing ❑ Grading/Filling ❑ Poured Wall 0 Silt Fence/Erosion ControlMechanical 0 Fire ❑ Foundation Survey 0 Hardcover Removal 0 Septic 0 Water Connection ❑ Foundation Waterproofing 0 Other(specify) 0 Fireplace El Sewer Connection Framing 0 Masonry 0 Lawn Irrigation Insulation ❑ Mfg. ❑ Landscaping ❑ As-Built Survey 0 Other(specify) mal ❑ Lathe Required State Permits ❑ Other(specify) 0 Well ,Electrical REMARKS (in-house): OFFICIAL REMARKS-TO BE NOTED ON PERMIT AND INITIALLED: ❑ See Builder Acknowledgement Form ❑ Prior to release of escrow money an as-built survey and hardcover calculations must be submitted and approved. Updated: October 2015 7•\fnrmc\nlan ravialer rharlrlict Ifl_ fl l I rdnry DIVISION 6:WOOD ROUGH CARPENTRY DIMENSION LUMBER: 1. CODE FOR ROUGH CARPENTRY IS THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION(NDS),EDITION IN EFFECT AT THE TIME OF PERMIT SUBMITTAL. UNLESS SPECIFICALLY INDICATED ON THESE PLANS. THE BUILDING IS TO BE FRAMED IN ACCORDANCE WITH THE IBC CONVENTIONAL LIGHT FRAME WOOD CONSTRUCTION PROVISIONS. 2. ALL MEMBER SIZES GIVEN ON PLAN ARE NOMINAL DIMENSIONS. 3. WOOD JOISTS,BEAMS AND LINTELS SHALL BEAR ON THE FULL WIDTH OF SUPPORTING MEMBERS, UNLESS NOTED OTHERWISE. 4. ALL PLATES IN CONTACT WITH THE FOUNDATION SHALL BE PRESERVATIVE TREATED. 5. WOOD MEMBERS ARE TO BE INSTALLED WITH THE CODE MINIMUM CLEAR DISTANCE AWAY FROM ANY INTERIOR OR FINISH GRADES. 6. JOIST HANGERS SHALL BE GALVANIZED STEEL AND SIZED TO SUPPORT THE LOADING SHOWN ON DRAWINGS. 7. PROVIDE SOLID BLOCKING,WITHIN FLOORS,TO PROVIDE CONTINUOUS BEARING FROM THE POINT OF BEARING TO THE FOUNDATION OR SUPPORTING MEMBER BELOW. 8. ALL CONNECTORS INDICATED ON THE PLAN ARE TO BE SIMPSON STRONG-TIE. CONSULT WITH ENGINEER IF ALTERNATIVE SUPPLIERS ARE DESIRED. WOOD SHEATHING: 1. EACH PANEL OF CONSTRUCTION SHEATHING SHALL BE IDENTIFIED WITH THE APPROPRIATE GRADE-TRADE MARK OF THE AMERICAN PLYWOOD ASSOCIATION. 2. GRADE AND TYPE SHALL BE AS FOLLOWS: ROOF SHEATHING: MIN 19/32"40/20 APA RATED SHEATHING EXPOSURE 1 FLOOR SHEATHING: MIN 23/32"48/24 T&G APA RATED SHEATHING EXPOSURE 1 EXTERIOR WALL: MIN 15/32"32/16 APA RATED SHEATHING EXPOSURE 1 3. ROOF SHEATHING TO BE ATTACHED WITH 8d NAILS AT 6"OC EDGE, 12"OC FIELD(UNO). PROVIDE 6"OC NAILING TO ALL MEMBERS IN LINE WITH SHEAR WALLS(UNO). 4. FLOOR SHEATHING TO BE ATTACHED WITH 8d NAILS AT 6"OC EDGE, 10"OC FIELD(UNO). BLOCK ALL EDGES OF FLOOR SHEATHING. PROVIDE 6"OC NAILING TO ALL MEMBERS IN LINE WITH SHEAR WALLS. 5. ALL EXTERIOR WALLS ARE TO BE SHEATHED. WALL SHEATHING TO BE ATTACHED WITH 8d NAILS AT 6"OC EDGE, 12"OC FIELD(UNO). SEE PLANS AND CORRESPONDING SCHEDULES FOR LOCATION OF SPECIAL NAILING AND SHEAR TRANSFER CONNECTIONS AT SHEAR WALLS. 6. AT INTERIOR WALL SHEATHING, LAP AND NAIL WALL SHEATHING TO THE ROOF MEMBERS SO AS TO TRANSFER SHEAR FROM LEVEL TO LEVEL. 7. ALL NAILS INDICATED ON THE PLANS AND NOTES ARE COMMON NAILS. ALTERNATE FASTENERS MAY BE USED WITH WRITTEN PERMISSION FROM THE ENGINEER. CONSULT WITH THE ENGINEER IF ALTERNATE FASTENERS ARE DESIRED. STRUCTURAL MASONRY- DESIGN COMPRESSIVE STRENGTH, F'm=1500 PSI CONCRETE MASONRY UNITS- ASTM C90, NORMAL WT - REINFORCING STEEL(UNO): BAR REINFORCING(TYPICAL)- ASTM A615,GR 60 BAR REINFORCING(WELDABLE)- ASTM A706,GR 60 JOINT REINFORCEMENT- ASTM A951 MORTAR.TYPE S- ASTM C270 OR ASTM C780 STRUCTURAL STEEL- STRUCTURAL SHAPES(UNO)- WIDE FLANGE ASTM A992 OR ASTM A572 CHANNELS,ANGLES AND PLATES ASTM A36 COLUMN BASE PLATES ASTM A36 HOLLOW STRUCTURAL SECTIONS SQUARE,(Fy=46 KSI)- ASTM A500,GR B ROUND,(Fy=42 KSI)- ASTM A500,GR B BOLTS AND FASTENERS(UNO)- STRUCTURAL BOLTS- ASTM A325 ANCHOR RODS- ASTM F1554 GRADE 36 HEADED SHEAR STUDS- AWS D1.1,TYPE B;ASTM A108 WELDED CONNECTIONS- CONFORM TO THE AMERICAN WELDING SOCIETY(AWS)CRITERIA. DEFINED WELD PROCEDURE TO BE APPROPRIATE FOR MATERIAL AND APPLICATION. STEEL JOISTS AND JOIST GIRDERS- JOISTS AND JOIST GIRDERS SHALL CONFORM TO THE STEEL JOIST INSTITUTE SPECIFICATIONS. STEEL DECK- DECK SHALL CONFORM TO THE STEEL DECK INSTITUTE SPECIFICATIONS. COLD FORMED METAL PRODUCTS- COMPONENT DESIGN SHALL CONFORM TO AISI SPECIFICATION FOR DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS. STRUCTURAL WOOD DIMENSION LUMBER 2X AND LARGER SAWN LUMBER- SPF NO.2 OR BETTER NON-BEARING STUDS SPF STUD MUDSILLS&LUMBER EXPOSED TO EXTERNAL ENVIRONMENT- PRESSURE TREATED SYP NO.2 OR BETTER ENGINEERED PRODUCTS: LAMINATED VENEER LUMBER(LVL) - E= 1.9X10"6, Fb=2,600 PSI, Fv=285 PSI PARALLAM- E=1.8X10^6,Fb=2,400 PSI,Fv=190 PSI GLUE LAMINATED BEAM(GLB)- 24F-V4(UNO). 2F-V8 AT COLUMNS AND CANTILEVERS WOOD SHEATHING- APA RATED SHEATHING PRE-ENGINEERED WOOD TRUSSES- AS DESIGNED BY SUPPLER ® NOTE:AON,FIELD NDITY SIZE,S, LOCATION,CONDITIONS,ETC • OF EXISTING FOOTING. SHEAR WALL MATERIAL, STUD WALL. NOTIFY STRUCTURAL AS OCCURS. SEE PLAN SEE PLAN ENGINEER IF CONDITIONS 1/2"DIA X 10"ANCHOR ROD @ VARY FROM THOSE SHOWN III 64"OC MAX.SEE SHEAR WALL HERE SCHED FOR REQUIREMENT AT I SHEAR WALLS #4 DOWELS @ 18"OC. I 2X PT MUDSILL NEW PROVIDE BEND AT T&B. I EXIST PROVIDE REQD LAP. ALT DIRECTION I CONC SLAB. I SEE PLAN " II I►_:cTO SLAB �� .•II . SEE PLAN _flio4 TOF SEE PLAN TOE TO MATCH 4) EXIST FTG. COLD JOINT.INTENTIONALLY FELEVATION IELD VERIFY ROUGHEN.CONTRACTORS -- - OPTION TO POUR MONOLITHIC. z IT IS ACCEPTABLE TO OVERSIZE 3" "o THE DIAG SIDES OF THE FTG& i; CONC FTG. CL' CONSTRUCT AS A THICKENED SEE PLAN CL BEARING WALL& SLAB CONCRETE FOOTING EXIST FTG HORIZ DOWELS TO MATCH FTG NEW FTG REBAR. EXTEND FOR REQD LAP. DRILL&EPDXY INTO EXIST. EMBED 6" SECTION-TYP. INTERIOR BEARING WALL FOOTING0 SECTION -NEW FOOTING TO EXISTING FOOTING SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0" 03-01-015 TYP INTERIOR BEARING WALL FTG(WD FRAMING) 3.1.8 NEW FOOTING TO EXISTING FOOTING 03-01-016 TYPICAL CONC FTG DETAILS • MATERIAL & COMPONENT DESIGN CRITERIA: FOUNDATIONS-REFERENCE GEOTECHNICAL REPORT BY XXXXXX XXXX DATED XX/XX/XX,SEE SITE WORK&BUILDING EARTHWORK NOTES ON SHEET S0.2. NET ALLOWABLE SOIL BEARING PRESSURE AFTER SOIL CORRECTIONS=XXXX PSF. CAST-IN-PLACE CONCRETE- CONCRETE REINFORCING-BAR(TYPICAL) ASTM A615,GR 60 CONCRETE REINFORCING-BAR(WELDABLE) ASTM A706,GR 60 CONCRETE REINFORCING-WELDED WIRE FABRIC ASTM A185(PLAIN),ASTM A497(DEFORMED) CEMENT- ASTM C150 AGGREGATE- ASTM C33,ASTM C330 CONCRETE MIX DESIGN SCHEDULE CLASS I CLASS II CLASS III CLASS IV COMPRESSIVE STRENGTH 3000 PSI 3500 PSI 4000 PSI 4500 PSI (28 DAY) COARSE AGGREGATE 3/8"MAX 1 1/2"MAX 3/4"MAX 3/4"MAX -ASTM C33 FINE AGGREGATE 60%±2 45%±2 45%±2 43%±2 (%OF TOTAL AGG.) PORTLAND CEMENT TYPE I TYPE I TYPE I TYPE I -ASTM C150 AIR-ENTRAINMENT NA NA NA 6%±1Y2 (ASTM C260) PLASTICIZER-ATM C494 AS READ AS READ (TYPE A) WATER/CEMENTIOUS ASTM C476 0.62 MAX 0.45 MAX 0.40 MAX MATL'S RATIO SLUMP 8"-11" 4" 4" 4" MAX DRY WEIGHT(pcf) 145 150 150 145 LOCATION CMU GROUT FOUNDATIONS, INTERIOR EXTERIOR PIERS,& SLAB ON CONCRETE FOUNDATION GRADE EXPOSED TO WALLS EXTERNAL ENVIRONMENT CONCRETE MIX DESIGNS SHALL BE SUBMITTED FOR EACH CLASS IN ACCORDANCE WITH THE PROCEDURE OUTLINED IN ACI 301,STANDARD SPECIFICATION FOR STRUCTURAL CONCRETE. DOCUMENTATION SUBMITTED SHALL INCLUDE THE MIX PROPORTIONS,THE PLANT STANDARD DEVIATION,THE CALCULATED AVERAGE STRENGTH REQUIRED AND THE AVERAGE STRENGTH BASED ON HISTORICAL DATA OR TRIAL MIX DATA. FOR ADDITIONAL SUBMITTAL REQUIREMENTS, REFERENCE ACI 301. FOR REQUIREMENTS ON THE USE OF ADMIXTURES AND LIMITS ON THE WATER/CEMENTITIOUS MATERIALS RATIO FOR DURABILITY,REFERENCE ACI 318, BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE. REQUIRED TESTS AND INSPECTIONS: THE GENERAL CONTRACTOR IS RESPONSIBLE FOR THE COORDINATION OF ALL TESTING,INSPECTIONS AND SITE OBSERVATIONS BY THE BUILDING OFFICIAL, INDEPENDENT TESTING FIRM,SPECIAL INSPECTOR OR THE ARCHITECT/ENGINEER. ARRANGEMENTS FOR THIS WORK SHALL BE MADE WITH ADEQUATE ADVANCE NOTICE TO INSURE THAT ALL INSPECTIONS,TESTS AND OBSERVATIONS ARE PERFORMED IN ACCORDANCE WITH THE BUILDING CODE REQUIREMENTS. MATERIAL TESTS AND INSPECTIONS-STRUCTURAL TESTS AND INSPECTIONS SHALL BE COMPLETED FOR THE FOLLOWING, UNLESS NOTED OTHERWISE. 1. ENGINEERED BACKFILL MATERIAL ANALYSIS AND COMPACTION TESTING. 2. CONCRETE CYLINDER COMPRESSIVE TESTS. 3. STRUCTURAL MASONRY CONCRETE BLOCK,GROUT AND MORTAR COMPRESSIVE STRENGTH TESTS. 4. 100%OF CJP WELDS ARE TO BE VERIFIED BY UT,X-RAY,OR MAG PARTICLE TESTING. 5. AUGERCAST PILE GROUT COMPRESSIVE STRENGTH TESTS. SPECIAL INSPECTIONS-INSPECTIONS SHALL BE COMPLETED IN ACCORDANCE WITH THE PROVISIONS OF THE BUILDING CODE AND SHALL INCLUDE WORK RELATED TO THE FOLLOWING. 1. CONCRETE PLACEMENT AND PLACEMENT OF REINFORCING. 2. MASONRY PLACEMENT AND PLACEMENT OF REINFORCING. 3. AUGERCAST PILE INSTALLATION. 4. STRUCTURAL WELDING AND STRUCTURAL BOLTING INSPECTION, INCLUDING THE INSTALLATION OF ANCHORS IN CONCRETE OR MASONRY. OSHA REGULATIONS: ALL OSHA REGULATIONS,INCLUDING THE STEEL ERECTION REGULATIONS(29 CFR 1926.750 THROUGH.761), AS WELL AS ALL OWNER AND GENERAL CONTRACTOR SAFETY REQUIREMENTS SHALL BE MAINTAINED DURING CONSTRUCTION. ,.. 4. . Orono Cabin - 2 - Ground floor - Jan 27, 2017 A ew , 411 40, WI NI:Da:7 FA! I_ F "... • 't PRO ; I ii;.:-.I:,..7,_-: .,.iTi-; ifiC; „.„..„..n.c,;::... i'-. ,. -....,.....C.:.0 c---..r.-1 --)11 R-3.12 2 1 i.",:i 1 .- 9 9 9 RS%1"" ,--,-,•y 0'; cIA-" a q. '10"(2'7") H=6'1U' 7' A „,,,,,\ I 401111r1, L: _Af .44.1f ;-:.— 41/A 4 H=3 '11" 14-4 8'5" _11,14 6' 014 4 41' b Zu I V I \ 1 l• .12 It li x 1 1 I _ :r cv I '0 '0- 1 0 D o ft . t h - - o C) t i, i I - J I 1 \ 111 111 1 Zt En , I I _f--------- __ -4t 7'8" ar44-1„fA I,, n n 1 , i2 1 w — I. • .I-- 1 x 1 Room Li- 12'7" *I 888 ft2 , 7 N, Railing H=3 6 Room 54 ft2 F.-;•• 0 :•• ------- h !'41 , 1 I 1 . , En RI co En 1 . I 1 41' 1 0- 311" 0-14 34' 83" 4 3'4" 144—2'2" 14141 2'8" 4i17 .%,14 4'7' 14 4 42'4" 5 14__ Y 1 \ Iv H=3 10"(2'7") H=3'10'(2'7") H=6'10" H=5'6"(1') 1 _ MANUFACTURER'S LABELED 1 1 F14 43' SAFETY GLAZING 'Il REQUIRED RECEIVED Scale MAP n'' ' 0 10ft I 1 CIT Orono Cabin - 2 - Basement - Jan 27, 2017 4 A& N . i 1-1.6-Icr H=3 10'(3 1-1.3-10.01 1 1 • .'1 —P1 ____ I --A-- F. 1/ 2'8" tyri N4 2'4" ;) —2' 3'4" Ni 5'7" I ' 49" -404----- 5' N4 4'3" 4 A- 41' \ , 1 Room • i , ' , t) , \ A u _ 1 1 x HANDRAI,LS 7- o 0, 79 ftF.e., Continuotnippable handrails N b - --- 1135°0orfr2 --. ---_- ---V-7—.1 req'd. 34"- 38" high. 1-1/4" -2" dia. 1 ..... , L v. 16 C i'l A A Room io A- No doser than 1-1/2"to wall 1 is ,, :- 16ft. , , . Return ends to wall or post. Fg 0 10 III N E., 0 0 .... 1.2 CI 7 2" •''' 1 .4t• 111 iii - , 1 . N ioEs; Fo N 1 X 1 EXHAUST PAN I ---6 2 _ VENT DIRECTLY OUTSIDE - A 1 , 0 fp 4 2'5" - i• , N Roorn To - 77 ft' ,-- - ..- ',. Zo 1 4, = .-.0 ) H= io- \ -11,31to- IN4 9'9"(4 ) a) CV :0 0) 1 al _, 1 _ r-F - -- -= --=:-- =-- - > 0 ...c 2 1.1 -O- W .III 4 26'7" 3' ' N4 9'9" C Itr,0 ci ID cti , f. \ N 1 EXHAUST FAN 73/4" MAX. RISER 10" Cr TREAD \ Et El AT LEAS6T'-81;:s.P:Ti ':Illi.A.1-1.'.:EDC :1::;RCE:'al ; UIRPD . x VENT DIRECTLY OUTSIDE -I -_ t , • . , ----.,, 1 csi 1014 3' 0 G :.;..U. 077:1 . ES :-..... .i..) . , _ u) = _ 88" --I • -:= V V 105" '2 I 0 li 14 NI A -..-.. L.- 4' , N4 1'5"-014- 4' V ... Room A 1V------ ----- --7.--11.________L„ ..7. A is e a 0 FT: 1 - = Room . 154 ft, I N b H=4'20" NA 1'5"-104— tr-Arro! , 1 :- ...... _ ,...... Q) 107 fP AL." . 1 H ;.: 10' II) t.., W1 V 1 ce 1 ol 1 1 I ---\ i Room 62ft 11" A to F... 1... 4: , , 14- ':;1 E4 "If- ---•- - Room 20ft' 10' 1Z 5" EV h I 1 3' il 1 ,-, — I i '13 15'5" 1 u \ I ---''' C 0 \ I 1 ' 0 In N — b I I 41' 7- -11.' BEFFRREOE:Oxi_r?'1,1:172'', 1 9"85 -El • • 4•• 5'3" 01, liv 3' ," 14#-- --II-----i- --- 21'9" NI V .T / SMO1T DETECTOR-CON-NECTED-TO A SOUND-- Carbon monoxide detector ,',.1 :: c 1'.4!__.)01/VS !NG DEVICE OR OTHER DETECTOR AUDIBLE IN .. required within 10 ft. of SLEEPINGARE MUST BB WEED. • e --,..t.)L. R i-) I 20" PA i''r:j c'', r:.. — RECEIVED .calgel,, p 1: I - ---'•,"*__'.7"" .' k '' :'.•2 i il I all sleeping rcom.s. I 5 7 'Q F-- - . — .-...7- i°ft. - ' ' 1 MAR 03 2017 . . .. .--- ', -= ....._..............._ -, -_-_ -...4 , I CITY OF ORONO Orono Cabin -2 - Basement- Jan 27, 2017 Dbl 1.75x7.25 LVL flush header. Use U26-2 hangers. Typ at all ext headers (UNO) . 43' H.6'10' H.3'10.(3) H.3'10°(31 _ .- _ \ -.._ - - H 3 . -_..2►8"-----G,4 -- _ 6' ._ _ - ---r.4--2'4'- ..- 1 .. .4, 2'--- -'- 4-- 3'4"---- ->f---- -------- 8'T-- — ‘.1.1.1 '4-------4'9" --- 9•4-- 5' --- 'i4— 4'3"-- -�, 41' R[' b 2-2x8 flush header b nm `' o in ii Room it -- Room ! 1 264 ft2 t. ! b I v • 150 tt2 ::_�I 6 �v. —`'s. T_ a b O a A Room _ b N r- 16 ftz ('' .') ' • x , A N U s'3. r , .4 ---B-- - -7Lr ° ° 4 mi' � �io 00 K T" 12'9" Arl �A , 2' 2-2x8 flush header. 7 ---�- , Use U26-2 joist j 0 T n 2'5" hangers. Typ at all N int headers. Room 2i s 1 - is � q -- - -- 10'3" -._. _ . ►, _.H_�'1a' 7 .*.' - 'ro'--. r.'"".4 1.____9" 16" b x R b e.oR1..., N W N car i9 2-2x8 flush header v 12" wide x 8" thick _� --_- c = Q 12" wide x 8" thick r w/ 2-#4 Contin 3,__� h ><, 16" °C r s. . E, �, w/ 2-#4 Contin -. 58 I S 8'8• I p ; 4 D4 1'S !-^S 145„ y.ae"� A A .. _ C Room �' �—- 07 ft2 Room �- 154 ft H.4'1u" -t-4 1'5" )4 .. H.4'1n' --. 'n -`- X Room r 1 10' - x K 1 62 ft= zv �' 20 ft= N gN E. p J Co ^ 4_�/'�' ' -_.._..- _10' __._ _-- _ __ 01 'i ! _--H.21 tO - . — f� n + _ _ _ _ T' I _—__ _.. . 155 __ m 1 ' L — / Co I ( Z., 0 �J/ ° 0 p 141# 3'f i +b 3' f 14 C 21 9° 1,- / \ - 4 43 Note: Note: Basement walls will be un-braced when main and basement floors are removed. basement wall is un-braced at top • Contractor to provide temporary basement wall bracing until floors at both levels are fully due to stair opening. Contractor to Scale constructed. ensure that the basement wall is 0 10ft adequate for this un-braced I I condition. Basement wall evaluation is not a part of the DSPC scope ii DATE TIME \/� CITY OF ORONO CALLED IN INSPECTIO NOTICE (m, SCHEDULED Z 1.1 c)---;UD PERMIT N — --f OMPLETED ADDRESS [C)g qI i �Q) P I 0-40 S OWNER ` TELEPHONE NO.(o 16. 1 CONTRACTOR f I m-P ^I E DESCRIPTIONfr&- *-t rA ly 0 FOOTING 0 DEMO IN L 0 SEPTIC FINAL lc ❑ POURED WALL 0 PLUMBING RI 0 EXCAV/GRADING/FILLING C ❑ FOUNDATION WATERPROOF 0 PLUMBING FINAL 0 TREE REMOVAL Z ❑ RADON SLAB 0 MECHANICAL RI 0 SITE INSPECTION Q 0 FRAMING 0 MECHANICAL FINAL 0 RATED WALLS Z ❑ INSULATION 0 WOOD BURNER/FIREPLACE 0 COMPLAINT Q ❑ FINAL 0 WATER HOOK-UP 0 FOLLOW-UP W ❑ AS BUILT-SURVEY 0 SEWER HOOK-UP 0 FOUNDATION/REMOVAL r ❑ DEMO-SITE 0 SEPTIC INSTALL 2▪ OWNERICONTRACTOR TO MEET YOU: YES_NO c* COMMENTS: — �749s 7Cr n itt /'a ,oc/ / /a-''X is co y/e-7ted c, O / / e 71/e- _G1-c-k-, /--7.0 a,/i "-I ii -17 fr 14, cc Q /2 w cc W WORK SATISFACTORY:PROCEED 9 PROJECT COMPLETE CCW CORRECT WORK&PROCEED CI ISSUE CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY ✓ BEFORE COVERING PERMANENT El CORRECT UNSAFE CONDITION WITHIN HOURS. p PHOTO TAKEN INSPECTOR WILL RETURN ElSTOP ORDER POSTED.CALL INSPECTOR ❑CITATION ISSUED ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 OwnerlContractor on site: Inspector. /,'1oa rA-i White Copyllnspector's File Canary CopylSIte Notice 11 SOL \/ / / TIME CITY OF ORONO CALLED IN INSPECTION T ��1 C� SCHEDULED /IiigtE-__I- -/ G4! a-t7 PERMIT N 1) COM PLETE? ADDRESS v 7� (�J/ / r- c OWNER ' Y� WflI fl ELEPHONE NO _ / /03 CONTRACTOR , DESCRIPTION \-97-nalld W ❑ FOOTING 0 DEMO-FINAL 0 SEPTIC FINAL Q ❑ POURED WALL 0 PLUMBING RI 0 EXCAV/GRADING/FILLING y ❑ FOUNDATION DRAIN TILE 0 PLUMBING FINAL 0 TREE REMOVAL Z ❑ LATHE 0 MECHANICAL RI 0 SITE INSPECTION 'IT 0 FRAMING 0 MECHANICAL FINAL 0 RATED WALLS I, ❑ INSULATION 0 WOOD BURNER/FIREPLACE 0 COMPLAINT Q ❑ FINAL 0 WATER HOOK-UP 0 FOLLOW-UP 0 AS BUILT-SURVEY 0 SEWER HOOK-UP 0 FOUNDATION/REMOVAL J ❑ DEMO-SITE ❑ S TIC INSTALL ' • NERCO. RACTOR TO MEET YOU: YES_NO 9COMMENTS: A 11 i' i n 5 p (Mb rt S Co y ri c -? -1 a j h c A v L; .c+4-t P,1 t y'.'1..t 1 oS'`,-)okc. / GD ch.+ecfiors o i< 1/9/"D[/��e G/GcYA Ce. eft �ahcl r' ; I Q -4-- , v/>)i e i h- i Y'S cr c 4-i e 1~ efi J%If 1n a 1 e scr e.11 417 1-4/.t y z W ct d W ❑WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE CCW El CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY 0 CORRECT WORK,CALL FOR REINSPECTION TEMPORARY u BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR LI CITATION ISSUED ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on site: Inspector. ,)4 Sall L White Copy/Inspector's File Canary Copy/Site Notice DATE TIME CITY OF ORONO CALLED IN J INSPECTION NOTICESCHEDULED /- /5—G 6 Q3() PERMIT NO. 1 ��`�� COMP ED ADDRESS /0 q A)/v/ OWNER ifki( c'j EPHONE NO. `;2—,34".3-97O3 CONTRACTOR / / V DESCRIPTION 9Z..-Jko(, cJV U 6LeJ W ❑ FOOTING 0 DEMO-FINAL 0 SEPTIC FINAL 11. ❑ POURED WALL 0 PLUMBING RI 0 EXCAV/GRADING/FILLING y ❑ FOUNDATION DRAIN TILE 0 PLUMBING FINAL 0 TREE REMOVAL ❑ LATHE 0 MECHANICAL RI 0 SITE INSPECTION Q 0 FRAMING ❑ MECHANICAL FINAL 0 RATED WALLS 1, ❑ INSULATION ❑ WOOD BURNER/FIREPLACE 0 COMPLAINT Q 0 FINAL 0 WATER HOOK-UP 0 FOLLOW-UP _ 0 AS BUILT-SURVEY 0 SEWER HOOK-UP 0 FOUNDATION/REMOVAL ✓ ❑ DEMO-SITE 0 SEPTIC INSTALL Z OWNER/CONTRACTOR TO MEET YOU:_YES_NO (;) COMMENTS: t 11 ih p 414110 h S c i.pk4-'4 a at &ortLAh 'is plc¢ze DK TO Cc 0 2 CC CI LiJ 't WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE W• ❑CORRECT WORK&PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. p PHOTO TAKEN INSPECTOR Will RETURN CISTOP ORDER POSTED.CALL INSPECTOR ❑CITATION ISSUED ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on site: Inspector: 1•1 White Copyllnspector's File Canary Copy/Site Notice I DAT' TIME 1/ CITY OF ORONO CALLED IN INSPECTION NOTICE SCHEDULED ?Sl l.r/70 PERMIT NO.c.0/ 7CO,M ED ADDRESS /G %�!//9 ) ' OWNER /1/�f /,(/ /7 TELEPHONE NOI12 ✓93 -i/ CONTRACTOR >. DESCRIPTION /v4/L- - �\ it W ❑ FOOTING 0 DEMO-FINAL / 0 SEPTIC FINAL 5( ❑ POURED WALL 0 PLUMBING RI 0 EXCAV/GRADING/FILLING ❑ FOUNDATION WATERPROOF 0 PLUMBING FINAL 0 TREE REMOVAL O ❑ RADON SLAB 0 MECHANICAL RI 0 SITE INSPECTION Q H,FRAMING 0 MECHANICAL FINAL 0 RATED WALLS is ❑ INSULATION 0 WOOD BURNER/FIREPLACE 0 COMPLAINT Q ❑ FINAL 0 WATER HOOK-UP 0 FOLLOW-UP W ❑ AS BUILT-SURVEY 0 SEWER HOOK-UP 0 FOUNDATION/REMOVAL v ❑ DEMO-SITE 0 SEPTIC INSTALL 2 OWNER/CONTRACTOR TO MEET YOU:_YES_NO • COMMENTS: CC r Pc ,c/ 2/e-(J'",-; 6/ `Y)cXA 4 ,;f,4 1 I PA/nib/n) CC 0 L h f/2t�ii- ��Y` h 4-c)r'-t. -f-r'u w„ h, o _ T CC Q _ w i^,---- S 1,4"-F7- 0.4- up,d e-Y---- Csa ►'1 81'41'0►'‘4 . S W Z W cc J Ci W O WORK SATISFACTORY:PROCEED CJ PROJECT COMPLETE W ' ` O CORRECT WORK&PROCEED C ISSUE CERTIFICATE OF OCCUPANCY • "CORRECT WORK,CALL FOR REINSPECTION TEMPORARY O� FORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. 0 PHOTO TAKEN INSPECTOR WILL RETURN O STOP ORDER POSTED.CALL INSPECTOR CITATION ISSUED O INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 OwnedContractor on site: Inspector. White Copylinspector's File Canary CopylSfte Notice 1 DATE TIME \/ CITY OF ORONO CALLED IN V INSPECTION NOTJ�E c�Cf-1 SCHEDULED q—f t--ll t C , 3 u PERMIT NO. SI COMPLETED I ADDRESS l c U C--6 ' <.• OWNER -n- TELEPHONE NO. Ce(2- c cit 03 CONTRACTOR E. DESCRIPTION-- `--L-1 `'-- f r.L.f1 . �S e___Q.c...4- 14 0 FOOTING 0 DEMO-FINAL 0 SEPTIC FINAL Q ❑ POURED WALL 0 PLUMBING RI ❑ EXCAV/GRADING/FILLING "2 ❑ FOUNDATION WATERPROOF 0 PLUMBING FINAL ❑ TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI 0 SITE INSPECTION Q FRAMING 0 MECHANICAL FINAL ID RATED WALLS 1=. INSULATION 0 WOOD BURNER/FIREPLACE 0 COMPLAINT Q ❑ FINAL 0 WATER HOOK-UP 0 FOLLOW-UP ❑ AS BUILT-SURVEY 0 SEWER HOOK-UP 0 FOUNDATION/REMOVAL v ❑ DEMO-SITE 0 SEPTIC INSTALL Z ICO OWNERNTRACTOR TO MEET YOU:_YES NO y COMMENTS: cc .�. Q. L14 uL• rt,r v<<tro&s ii9 fl_ Cla h O - 6K �� 6ove r N. 0 Ptoil i( -e, -G/ t S r ee.....a pile" 4— W / ., -6-e1t�- Q J'1IQKP G�CUC �O� 2 ,rlc,r .�o r,•� Lit,alt- , ,.�- -. W Z W cc O W 0 WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE W ECT WORK&PROCEED 0 ISSUE CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT o CORRECT UNSAFE CONDITION WITHIN HOURS. 0 PHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR El CITATION ISSUED ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next Inspection 24 hours in advance. (952) 249-4600 OwnedContractor on site:.7(f- White y /10- e . ,/a - 363— yi� InspectorC )/ ht' /r White Copylinspector's File Canary Copy/She Notice - If c_-_-_- _," - TIME CITY OF ORONO CALLED IN )`S11 T/ INSPECTION NOTICE SCHEDULED ; PERMIT NO. o(0/--0b/97 COMP ET �� _ 3 ADDRESS /aft W 64 -S. OWNER /1/ .p. TELEPHONE NO.0 / 9-0 CONTRACTOR 2i,A, s,(. ..) „ DESCRIPTION C� /l� W ❑ FOOTING 0 DEMO-FINAL 0 SEPTIC FINAL c ❑ POURED WALL 0 PLUMBING RI 0 EXCAV/GRADING/FILLING 0 FOUNDATION WATERPROOF 0 PLUMBING FINAL 0 TREE REMOVAL O Z ❑ RADON SLAB ❑ MECHANICAL RI 0 SITE INSPECTION _ 0 FRAMING 0 MECHANICAL FINAL 0 RATED WALLS es iiISULATION 0 WOOD BURNER/FIREPLACE 0 COMPLAINT Q0 FINAL 0 WATER HOOK-UP 0 FOLLOW-UP W 0 AS BUILT-SURVEY 0 SEWER HOOK-UP 0 FOUNDATION/REMOVAL .t ❑ DEMO-SITE 0 SEPTIC INSTALL Z OWNERICONfTRACTOR TO MEET YOU:_YES_NO y COMMENTS: W �. Fa v.t �45 h �. 6 - &iosec9 ��i( 1 - cc - �P„e.£v <Gd� ,/s are .5eS) 0 Q0 LnSk4t.e 1.,.��e� /,-f!s fe 1/ /4-r;- if)lf. 2 1lc$D W C Pfov1jG c5 4,/I_ dila-,.,, boa ieV I,- vvre�- tt coo irri - 710 6e /0-reex16 ser9 -- J`Mek-P 7e voired) a /ntdts,c. . f14J.s t S40re� t r��lr e" Lu . ^ --❑0�WORK-- SATISFACTORY:PROCEED eta • Q� El PROJECT COMPLETE RECT WORK&P:+• tij4,�G/, - _❑ISSUE CERTIFICATE OF OCCUPANCY �Pies CORRECT •• CALL FOR REINSPECTION / TEMPORARY OV BEFOR %• ERING (±3,,f4_ t Cove✓ ede/ J(„t ANENT 0 •"ECT UNSAFE CONDITION WITHIN HOURS. 0 PHOTO TAKEN INSPECTOR WILL RETURN • STOP ORDER POSTED.CALL INSPECTOR ❑CITATION ISSUED A SPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on site: Inspector: 1111, A-- 1p1____47-- White Copyllnspector's File Canary CopylSite Notice F.... LI/ 0 TATE TIME CITY OF ORONO 001 9 7 CALLED IN if 0 /7cz INSPECTION OTIC SCHEDULED ,LEI -- '-i.15-7c- 17 PERMIT NO. ' / COMPLETED �/ ADDRESS / 7Z9* lav///o ) Drive) SO (/A. n/ 7 c'/2 it /,2-363-9/03 OWNER /Yet � � � TELEPHONE NO. CONTRACTOR OWn er • DESCRIPTION mLIi'7/n1'I //1Sf2eC!/,y? • W ❑ FOOTING 0 DEMO-FAL 0 SEPTIC FINAL c ❑ POURED WALL 0 PLUMBING RI 0 EXCAV/GRADING/FILLING tC ❑ FOUNDATION WATERPROOF 0 PLUMBING FINAL 0 TREE REMOVAL Z ❑ RADON SLAB 0 MECHANICAL RI 0 SITE INSPECTION Q gFRAMING 0 MECHANICAL FINAL 0 RATED WALLS INSULATION 0 WOOD BURNER/FIREPLACE 0 COMPLAINT JQ ❑ FINAL 0 WATER HOOK-UP 0 FOLLOW-UP W ❑ AS BUILT-SURVEY 0 SEWER HOOK-UP 0 FOUNDATION/REMOVAL .1 ❑ DEMO-SITE 0 SEPTIC INSTALL Z OWNER/CONTRACTOR TO MEET YOU:_YES_NO COMMENTS: IXO. o Saleolo/e 7Gr 7-Atc Or Fr/chyi. Ct 0 2 e•cris hog ,'h 5 a4 411 S ci o)u t IQ Q1-461-62_ `4,5ip-G'14 a)--, 8-0t14. ? plc 7-e, GvtJt �— W X W B: WORK SATISFACTORY.PROCEED ❑PROJECT COMPLETE CC W 0 CORRECT WORK&PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY 0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING - PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. O PHOTO TAKEN INSPECTOR WILL RETURN O ❑STOP ORDER POSTED.CALL INSPECTOR CITATION ISSUED ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Can for the next inspection 24 hours in advance. (952) 249-4600 OwnerlContractor on site: Inspector: White Copyinspector's File Canary Copy/Site Notice INSPECTION NOTICE DATE TIME CITY OFe2rano CALLED-IN I I I SCHEDULED / PERMIT NO. (Pb COMPLETED sS A-(1 ADDRESS/099 lA✓ilfa S OWNER/CONTR. ITE INSPECTION 0 MECHANICAL RI 0 REINSPECTION ❑ ONC SLABS 0 MECHANICAL FINAL 0 FOLLOW-UP ❑FOOTING 0 INSULATION 0 COMPLAINT ❑POURED WALL 0 RATED ASSEMBLY 0 FIREPLACE ❑FOUND.DRAINAGE 0 BUILDING FINAL 0 SPRINKLER SYSTEM ❑FRAMING 0 SEPTIC INSTALL ❑ • 0 SHEATHING 0 SEPTIC FINAL 0 0 PLUMBING RI ❑S&W HOOKUP ❑ u 0 PLUMBING FINAL 0 GAS LINE MANOMETER 0 `¢• COMMENTS: p ra tilde 5444 y ►' ci I q lenu S-tc;)rs36" w Z cn cc a_ cc W cc p R FURTHER CORRECTIONS MAY BE REQUIRED 0 PERMIT FINALED 0 0 WORK SATISFACTORY: PROCEED 0 PHOTO TAKEN p 0 CORRECT WORK&PROCEED U 0 CORRECT WORK. CALL FOR REINSPECTION BEFORE COVERING "'9.CORRECT UNSAFE CONDITION IMMEDIATELY. ❑ STOP ORDER POSTED. CALL INSPECTOR ❑ INSPECTION REQUIRED. CALL TO ARRANGE ACCESS. TO SCHEDULE YOUR INSPECTIONS PLEASE CALL: (763) 479-1720 Metro West Inspection Services Inc. Owner/Contr. on site: F�-vti Inspector: ��c - Orono Cabin - 1 - Basement - May 10, 2017 ficrot( z �7 O��Q 7 cuidefudatvi io goi k t/z6v ,e,41-&e .5, — —43' -- — — — -- - N H=6'10" H=4'6"(2'2") • H=4'6"(2'2") H=4'6"(2'2") 1 i 1 - . .. - '� 1r1 4 2'10" 1014 5'f"41'-21 9" \ i-/, 2 a' Orli - 3' ►/ 4'-- I - - 4'11"----- 0'14 3' 0113' - ►,— 4 11" .\ j l I II 1 - \\ I l j :4! �L��// \ I y 1 j I ` Ni . 1 ? +r _ v ' i j �' m I I 41L----1 2' I I ��— m N Zi 1 Room 1 Room /! 121 1P 121 ft' i I 1/ • 'I IV I A I 1 N I I 1 i I; � 1 H ;i! f! o ' 7' F=7V m4 1 2' i “- 14 711, 7 11' , m I1 I N 715" A. 1 f 3' ►4 2'11" IP/43' ►1/ T 11" na N — - 1 -- 24'9" tA 1-___ Room m 238 ft2 ro I tri N I f i, W I,I \"� \ V ------ 51711 _ V--2'3" rf 3' � I 'to -—- — jt —I- 7 4"— ►•? —1t=81 to—p....*__--2'4"—10-111 H=81 iv, t ' 2'S , i 131_ - i4-1,10,, !( — — — 1 ��r— -r 1 I HI T 4" 3' ►I 1 1'10" 31 Room \ I I 55 ft2 1 j O1 Roo _ I j I j p 48fl, 170 ft' ro Room l l <h 4� 1 �1 1 N II M i N N . ` N I. i I ' 02 '� E. x ' Room a, o, r' 11; 11 0 p0 Room i 116 ft, \ I ( -4 43 ft2 ' ' O I' i j j I = �1p'6 ,------,101. 1Dill I 10 ; j1 11i •_V f — � 1 1 u II i 1 w m O I 0 l D 1 1 < `— 145 0 ` II�11 51311 � I — 19'9" II 0 1* I4 Y / N If - _ - _ _ 43' 1 AU Scale a 0 10ft Orono Cabin - 1 - Ground floor - May 10, 2017 --- — —43' — -- — — M H=3'10'(2'r) H=6'10" - - -- H=6'10• I . • 4 11 ►r 3'4" sit 8'5" 0y4 6' M 7' I'll 8' 1014 3'4" —41'— — NJ I 1 1- ti b =a I 1 cn a - I ^ I i` o RN o 0 _ _ ❑* T - _ SII ❑ ❑ O F Fa 72 6 \ I • � II I=1 in Fridge Wall Oven i I 8'1"— ►1 T 8" ------t--- --~1 j ztr' -- I` O W 1 1 Room ` g a iY 54 ft2 En m Room 895 ft= a� ', A N Railing H=3'6" I ' I 914. ♦�I IV b V A A b I z.7 II 1 i"..), I Er E., 3'11" 1014 3E}" 4l I.� ► ♦ 8'3"— 4 —3'4"— WA—( 2'2" 11044 2'8"— 1'6" • —5'4"- --1► fO, , a i-_ ! I 1 7L a H=3'10"(2'T) H-3'10"(2'T') H=6'10' H=5'6"(1) - Scale 0 10ft j, 20/7- 06/ct 7 a,a,e,o ORM° ttin DYf1RMIC STRUCTURES, PC STRUCTURAL CALCULATIONS & SKETCHES Project: Downing Cabin- South West Lower Level CMU Wall Addition 1099 Willow Drive S. Orono, MN 55391 Client: Klar Dig Construction, Inc. 632 Mendelssohn Ave. Minneapolis, MN 55427 612-260-5756 Engineer of Record: PROFESSIONAL ENGINEER Dynamic Structures, PC I hereby certify that this plan,specification,or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the Project No: 209.116.003 State of Minnesota Date: 6-6-2017 Print Name: Chad M.Boysen /�,� Engineer: Chad M. Boysen Signature: `- ✓t' Date 06-06-2017 License# 43347 DSPC scope: The DSPC scope, for this task, is limited to only the design of the new CMU wall and steel lintel beams (over the openings) at the lower level wall at the south west side of the building. 204 Sibley Street,Suite 202 - Hastings,MN 55033 - 651-437-2400 - www.dynamicstructurespc.com 1 of 17 Orono Cabin - 1 - Basement -Apr 23, 2017 8" CMU wall w/#4 W8X10 steel lintel beam. Typ over 3 vert @ 4' oc. See openings along south west wall. See next page for detail following pages for details A 43' ► H-6'10" H=4'6"(2'2") H=4'6"(2'2" H=4'6"(2'2") A NINE I I/ 2'10" 5 1 ►� 2'9" ► 4 20. I.► � 3'9" ►� 3' ► 4'3" ► . 4'10" —04 3' ►* — 3' ►4 4'10" ► 4 I . — ► v �- / ,______ I c, b ro - II 1 s 4 2r. u t JJ OC n1 _ Z IIII Z Room — Z Room 121 ft2 - 121 ft2 Z �l— � I V1 Cr CO / ♦LT ♦�' 03 I. A - , r R 'A - N -461 it +7'5" b 4� 3' I-4 2'11' 04 3 0124 9' 7 11" i _-� Room m — tO i•• 'En " �• 238 ft2 A a !_ '' "' .-- 5'7" Tops & bottoms of all CMU walls, main r ► 3" . 3' • level floor, and all structure above to be -] -_'- .- -__._ I _ 4 VM H=i'10" N 2'4" N H A 10" v V- 26" ' 4 2 2" ►V H-glcadequately shored & braced during -I���-- C 1 0 5,3.. construction. 4" ►< 3' T r 1'10"►i 3' ► 15'inborn 1 na f V 55 ft2 ' N 31 R000m- 1 o 48 ft2 Room i+i o, •- io �1 _ x 0, fD iN fV �, co 1 = Room N Q °J Room ii6ft l 010 " o o iN 43 ft2 • d J ♦♦ V 10'11" A AL D 0 II co 9'1a o ♦► 4♦ I 5 3 1•► H•• 41' 19'9"o Iv I , 5 43 s NEW CMU WALL AT SOUTH WEST LOWER LEVEL NORTH Scale 0 10ft 2of17 Ll(-92p / (s-IN) / 'Ill/�/I .Y-106/2 7e,(4,..y ,,9_i. 7b a,roo./a 1 1 I ,./fes` / s.'x _ � — i i's.s (4W 1DLto)V I/b✓-/M 'S •k3 "'° )VM 6601 NPS f' l/3/�I L1/9,.71 �i,J� Z/ /six,-7 y � - , .,/,p0./Jcy pa; 712046:2 il . - 44.17 0/ / //.‘,/71A009/,9 Js •,31,27 �,'N if i9 ",'�1 / ./balt' 1!!h of747lJRal.v..," "N 0 0 ■ -4 .,,�� ,b/a,� / 11171: 2 •f o Ph f y z s2s,7hi„s ' 9 ' 1 .-20„ ../ a f sr 9 ><0; 2 /w SA1 Po„ Zi & 2;7-1/--Y ll s/ 1,aif?./44,V ' 2, s vo �b�� 42o /b Vor),/ripp s s 3 J/WJ yjl, ), /-t{/ 2t-2- 1, II- , O J S /s tia2/1 .1.//71,Q7 -A' -.'r5 " 1'l,/ ..)/ iillirA X40; &iti 'yew mf /,/kli / r„ Aye 1/,)/// 'o .2�p9 "i teri/702 l°'/4o-/1 0 /,/,_,.5 4 w‘3 11 Lw/.toJIo✓� a� I o . ?/,/�,,„`' /I,/y/ // se/ / .,,,�C I. I `S g ”".L 9.2(2j, 01 Z 411111 r'-219-4 2 g-fP7' ://119 A„/i 0 //3 47 10 4 5,0;9- • NOTES: 1.W8 TO BE ASTM A992 2.ALL OTHER STEEL TO BE ASTM A36 3.ALL STEEL TO BE SHOP PRIMED&RE-PAINTED AFTER INSTALL 4.GROUT TO BE MIN 28 DAY F'c=3,000 PSI 6" CMU grouted BRG CORE BELOW. course BEAM TO BRG PLATE WELD: , 1 END ONLY. SEE DET 3 3/16 P. STEEL BRG PLATE. FOR SLIP DETAIL AT PL 1/2x7x7 with 1/2"dia x 6"HSA OPP END FULL HEIGHT Yz"eX4'HSA @16'OC.WELD TO r TOP Of NEW BEAM.CENTER IN 6" ADJACENT CORE. 1t� CMU WALL COURSE STEEL LINTEL BM. 1 1 - .. 0 Illik IIS�I--. 3 SIDES) J I I I MI� � 1/4 V I I /1 X f CMU WALL. �� I I I p�/ CMU WALL J / BOTPLATE I _ .I... ..I,. WVX10 lintel beam I- Bott plate. See det 4 I 1/4" stiff plate, ES STEEL BRG PLATE. See det 1. SET BRG PLATES ON Mi'GROUT BED TO ENSURE UNIFORM BRG NOTE: tall solid grout&#4 veil in bearing 1. CONTRACTOR TO PROVIDE TEMP SHORING UNTIL core and full height adjacent core. LINTEL IS INSTALLED AND WALL GROUTED. PLAN DETAIL STEEL LINTEL BEARING @ SCALE:3I4"=1'-0" CMU WALL SECTION-TYP STEEL LINTEL BRG @CMU WALL 0 SCALE 3/4•=1' . Main level floor and all structure above to be adequately shored & braced during construction. 04-04-005 PLAN -STEEL LINTEL BRG @ EXIST CMU WALL 4.4.3 ELEV-STEEL LINTEL BRG @ EXIST CMU WALL 04-04-006 TYP MASONRY LINTEL DETAILS NEW DOOR & WINDOW LINTEL SKETCHES. OCCURS AT SOUTH WEST LOWER LEVEL WALL _ 4of17 DYNAMIC STRUCTURES, PC 6-6-2017 STEEL LINTEL BM. KEEPER BAR TO BRG PL WELD: 3"SQ X BRG LENGTH 3/16 ► TYP (MINUS 2")KEEPER BAR SNUG TO LINTEL BOT FLANGE 8 FIELD Ill WELDED TO BRG PL Rip CMU BRG CORE CMU WALL. i I- I SEE PLAN 'HI 'H' Ill, NOTE: CL WALL 8 LINTEL DO NOT WELD LINTEL BEAM TO KEEPER BARS OR BRG PLATE. 0 DETAIL-STEEL LINTEL BRG @ SLIP CONNECTION SCALE:3/4"=1'-0" 2 STEEL LINTEL BRG @ SLIP CONNECTION 04-04-004 5 of 17 6"CMU SOLID GROUTED HEADED STUDS COURSE LOCATE AT CENTER OF 6"COURSE(NTS) am_ W8x10 lintel beam 1111 SOAPED IN FACE 3/16 3@8 SHELLS OR FACE III BRICK ,ES 11.- d Am Solid grout Continuous bott plate drypack, ES 1/4" x 6-7/8" wide 4 SECTION-STEEL LINTEL @ CMU WALL r SCALE:1 112"=1'-0" 04-04-007 STEEL LINTEL @ 8" CMU WALL TYP MASONRY LINTEL DETAILS 6 of 17 ' Dynamic Structures,PC Project Title: Downing Residence www.dynamicstructurespc.com Engineer: CB/DS Project ID: 209.116.003 Project Descr: Ridge beam and 1st floor joists Printed:6 JUN 2017,1:17PM Steel Beam File=C:IDSPCPR-11KLARDI-11209116-1.0031Calcslcalcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06008989 Licensee:Dynamic Structures,PC Description: SW lower level lintel beam CODE REFERENCES Calculations per AISC 360-10, IBC 2012,ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending + + DM 15 Lf024) + + Df+V,51 + * + + i 0(0.3751 Lr(.3)5(0.5251 + + ;:, Span=8.250 ft w8z10 Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Uniform Load: D=0.0250, Lr=0.020, S=0.0350 ksf, Tributary Width=15.0 ft,(Roof) Uniform Load: D=0.150 k/fl, Tributary Width=1.0 ft,(2nd floor wall) Uniform Load: D=0.0250, L=0.040 ksf, Tributary Width=6.0 ft,(Main floor) DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.486: 1 Maximum Shear Stress Ratio= 0.192 : 1 Section used for this span W8x10 Section used for this span W8x10 Ma:Applied 10.624 k-ft Va:Applied 5.151 k Mn/Omega:Allowable 21.870 k-ft Vn/Omega:Allowable 26.826 k Load Combination +D+0.750L+0.750S Load Combination +D+0.750L+0.750S Location of maximum on span 4.125ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward Transient Deflection 0.062 in Ratio= 1,608>=360 Max Upward Transient Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.146 in Ratio= 676>=240. Max Upward Total Deflection 0.000 in Ratio= 0<240.0 Maximum Forces&Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# M V Mmax+ Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn.L= 8.25 ft 1 0.263 0.104 5.74 5.74 36.52 21.87 1.00 1.00 2.78 40.24 26.83 +D+L Dsgn.L= 8.25 ft 1 0.356 0.141 7.78 7.78 36.52 21.87 1.00 1.00 3.77 40.24 26.83 +D+Lr Dsgn.L= 8.25 ft 1 0.379 0.150 8.30 8.30 36.52 21.87 1.00 1.00 4.02 40.24 26.83 +D+S Dsgn.L= 8.25 ft 1 0.467 0.185 10.21 10.21 36.52 21.87 1.00 1.00 4.95 40.24 26.83 +D+0.750Lr+0.750L Dsgn.L= 8.25 ft 1 0.420 0.166 9.19 9.19 36.52 21.87 1.00 1.00 4.46 40.24 26.83 +D+0.750L+0.750S Dsgn.L= 8.25 ft 1 0.486 0.192 10.62 10.62 36.52 21.87 1.00 1.00 5.15 40.24 26.83 +0.60D Dsgn.L= 8.25 ft 1 0.158 0.062 3.45 3.45 36.52 21.87 1.00 1.00 1.67 40.24 26.83 Overall Maximum Deflections Load Combination Span Max.""Deft Location in Span Load Combination Max."+"Dell Location in Span +D+0.750L+0.750S 1 0.1464 4.149 0.0000 0.000 Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.151 5.151 7 of 17 Overall MINimum 0.990 0.990 Dynamic Structures,PC Project Title: Downing Residence www.dynamicstructurespc.com Engineer: CB/DS Project ID: 209.116.003 Project Descr: Ridge beam and 1st floor joists Prin63d:6 JUN 2017,1:17PM Steel Beam File=C:1DSPCPR-11KLARDI-11209116-1.0031Calcslcalcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06008989 Licensee:Dynamic Structures,PC Description: SW lower level lintel beam Vertical Reactions Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 D Only 2.784 2.784 +D+L 3.774 3.774 +D+Lr 4.022 4.022 +D+S 4.950 4.950 +D+0.750Lr+0.750L 4.455 4.455 +D+0.750L+0.750S 5.151 5.151 +0.60D 1.671 1.671 Lr Only 1.238 1.238 L Only 0.990 0.990 S Only 2.166 2.166 8 of 17 ' Dynamic Structures,PC Project Title: Downing Residence www.dynamicstructurespc.com Engineer: CB I DS Project ID: 209.116.003 Project Descr: Ridge beam and 1st floor joists Printed:8 JUN 2017,10:29AM Mason Slender Wall File=C:1DSPCPR-11KLARDI-11209116-1.0031Calcslcalcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06008989 Licensee:Dynamic Structures,PC Description: SW lower level CMU wall Code References Calculations per ACI 530-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Calculations per ACI 530-11,IBC 2012,CBC 2013,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture = 61.0 psi Rebar"d"distance 3.8125 in Minimum Vertical Steel% = 0.0020 Em=Pm* = 900.0 Lower Level Rebar... Max%of p bal. = 0.1033 Bar Size # 4 Grout Density = 140 pcf Bar Spacing 48.0 in Block Weight Normal Weight Wall Weight = 55.0 psf Wall is grouted at rebar cells only One-Story Wall Dimensions A Clear Height = 8.0 ft B Parapet height = ft B Root Attachment Wall Support Condition Top&Bottom Pinned ' A Floor Attachment Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Win Ledger Load Eccentricity 4.0 in 0.150 0.240 k/ft Concentric Load 0.5250 0.30 0.5250 k/ft Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 30.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 10.0 psf Fp 1.0 = 10.0 psf 9 of 17 ' Dynamic Structures,PC Project Title: Downing Residence www.dynamicstructurespc.com Engineer: CB/DS Project ID: 209.116.003 Project Descr: Ridge beam and 1st floor joists Printed:6 JUN 2017,10:29AM Masonr Slender Wall File=C:1DSPCPR-11KLARDI-11209116-1.0031Calcslcalcs.ec6 y ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06008989 Licensee:Dynamic Structures,PC Description: SW lower level CMU wall DESIGN SUMMARY Results reported for"Strip Width"of 12.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.2502 +0.90D+W Max Mu 0.2625 k-ft Phi*Mn 1.049 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 15555 Allowable Defl.Ratio 150 W Only Max.Deflection 0.006172 in PASS Axial Load Check Max Pu/Ag 26.067 psi Max.Allow.Defl. 0.640 in +1.20D+0.50L+0.50S+W Location 4.40 ft 0.2*f m 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.001093 As/bd 0.1033 rho bal 0.1035 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.120 k Base Horizontal W Only 0.120 k Vertical Reaction +D+0.750L+0.750S 1.689 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-ft k-ft k-fl in^2 +1.40D at 7.73 to 8.00 0.966 16.560 0.44 0.07 0.90 1.10 0.050 0.0011 0.1031 +1.20D+0.50Lr+1.60L at 7.73 to 8.00 1.362 16,560 0.44 0.19 0.90 1.20 0.050 0.0011 0.1030 +1.20D+1.60L+0.503 at 7.73 to 8.00 1.474 16.560 0.44 0.19 0.90 1.23 0.050 0.0011 0.1030 +1.20D+1.60Lr+0.50L at 7.73 to 8.00 1.428 16.560 0.44 0.10 0.90 1.22 0.050 0.0011 0.1030 +1.200+1.60Lr+0.50W at 4.27 to 4.53 1.536 16.560 0.44 0.15 0.90 1.25 0.050 0.0011 0.1029 +1.200+0.50L+1.605 at 7.73 to 8.00 1.788 16.560 0.44 0.10 0.90 1.31 0.050 0.0011 0.1028 +1.20D+1.60S+0.50W at 4.27 to 4.53 1.896 16.560 0.44 0.15 0.90 1.34 0.050 0.0011 0.1028 +1.20D+0.50Lr+0.50L+W at 4.27 to 4.53 1.326 16.56Q 0.44 0.29 0.90 1.19 0.050 0.0011 0.1030 +1.20D+0.50L+0.50S+W at 4.27 to 4.53 1.439 16.560 0.44 0.29 0.90 1.22 0.050 0.0011 0.1030 +1.20D+0.50L+0.70S+E at 5.07 to 5.33 1.491 16.560 0.44 0.14 0.90 1.23 0.050 0.0011 0.1030 +0.90D+W at 4.00 to 4.27 0.806 16.560 0.44 0.26 0.90 1.05 0.050 0.0011 0.1032 +0.90D+E at 4.53 to 4.80 0.779 16.560 0.44 0.10 0.90 1.05 0.050 0.0011 0.1032 Desn Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in^4 in^4 In^4 in D Only at 4.53 to 4.80 0.866 0.44 0.03 331.10 14.60 331.100 0.001 120928.1 +D+L at 4.53 to 4.80 1.106 0.44 0.08 331.10 15.36 331.100 0.002 46,488.0 +D+Lr at 4.53 to 4.80 1.166 0.44 0.03 331.10 15.55 331.100 0.001 120854.0 +D+S at 4.53 to 4.80 1.391 0.44 0.03 331.10 16.24 331.100 0.001 120798.4 +D+0.750Lr+0.750L at 4.53 to 4.80 1.271 0.44 0.06 331.10 15.87 331.100 0.002 54,921.8 +D+0.750L+0.7505 at 4.53 to 4.80 1.439 0.44 0.06 331.10 16.39 331.100 0.002 54,902.9 +D+0.60W at 4.00 to 4.27 0.895 0.44 0.17 331.10 14.69 331.100 0.004 21,374.3 +D+0.70E at 4.00 to 4.27 0.895 0.44 0.08 331.10 14.69 331.100 0.002 43,161.6 +D+0.750Lr+0.750L+0.450W at 4.00 to 4.27 1.300 0.44 0.17 331.10 15.96 331.100 0.005 21,307.5 +D+0.750L+0.750S+0.450W at 4.00 to 4.27 1.469 0.44 0.17 331.10 16.48 331.100 0.005 21,299.9 +D+0.750L+0.7505+0.5250E at 4.27 to 4.53 1.454 0.44 0.10 331.10 16.44 331.100 0.003 34,102.4 +0.60D+0.60W at 4.00 to 4.27 0.537 0.44 0.16 331.10 13.54 331.100 0.004 22,990.2 +0.60D+0.70E at 4.00 to 4.27 0.537 0.44 0.07 331.10 13.54 331.100 0.002 50,256.6 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 L Only at 4.53 to 4.80 0.240 0.44 0.05 331.10 12.56 331.100 0.001 75,676.3 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 10 of 17 Dynamic Structures,PC Project Title: Downing Residence www.dynamicstructurespc.com Engineer: CB/DS Project ID: 209.116.003 Project Descr: Ridge beam and 1st floor joists Printed:6 JUN 2017,10:29AM Mason Slender Wall File=C:1DSPCPR-11KLARDI-11209116-1.0031Cakslcalcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06008989 Licensee:Dynamic Structures,PC Description: SW lower level CMU wall Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in^4 in^4 in^4 in W Only at 4.00 to 4.27 0.000 0.44 0.24 331.10 11.76 331.100 0.006 15,554.9 E Only at 4.00 to 4.27 0.000 0.44 0.08 331.10 11.76 331.100 0.002 46,664.6 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.01 k 1.115 k +D+L 0.0 k 0.02 k 1.355 k +D+Lr 0.0 k 0.01 k 1.415 k +D+S 0.0 k 0.01 k 1.640 k +D+0.750Lr+0.750L 0.0 k 0.01 k 1.520 k +0+0.750L+0.750S 0.0 k 0.01 k 1.689 k +0+0.60W 0.1 k 0.07 k 1.115 k +D+0.70E 0.0 k 0.02 k 1.115 k +D+0.750Lr+0.750L+0.450W 0.1 k 0.04 k 1.520 k +D+0.750L+0.7505+0.450W 0.1 k 0.04 k 1.689 k +D+0.7501+0.7505+0.5250E 0.0 k 0.01 k 1.689 k +0.600+0.60W 0.1 k 0.07 k 0.669 k +0.600+0.70E 0.0 k 0.02 k 0.669 k Lr Only 0.0 k 0.00 k 0.300 k L Only 0.0 k 0.01 k 0.240 k S Only 0.0 k 0.00 k 0.525 k W Only 0.1 k 0.12 k 0.000 k E Only 0.0 k 0.04 k 0.000 k 11 of 17 ' Dynamic Structures,PC Project Title: Downing Residence www.dynamicstructurespc.com Engineer: CB/DS Project ID: 209.116.003 Project Descr: Ridge beam and 1st floor joists Printed:6 JUN 2017,10:29AM Masonry Slender Wall File=C:1DSPCPR-11KLARDI-112091161.0031Calcslcalcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06008989 Licensee:Dynamic Structures,PC Description: SW lower level lintgel jamb-Bearing core Code References Calculations per ACI 530-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Calculations per ACI 530-11,IBC 2012,CBC 2013,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry Fm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture = 61.0 psi Rebar"d"distance 3.8125 in Minimum Vertical Steel% = 0.0020 Em=Pm* = 900.0 Lower Level Rebar... Max%of P bal. = 0.007146 Bar Size # 4 Grout Density = 140 pcf Bar Spacing 8.0 in Block Weight Normal Weight Wall Weight = 84.0 psf Wall is Solid Grouted One-Story Wall Dimensions A Clear Height = 8.0 ft B B Parapet height = ft Wall Support Condition Top&Bottom Pinned _ RoofAttacnment 1 A Floor Attachment Vertical Loads Vertical Concentrated Loads... (Applied to full"Strip Width") DL:Dead, Lr:Roof Live Lf:Floor Live S:Snow W:Wind Beam Load#1 Eccentricity 0.80 in 2.50 1.10 2.0 0.90 k Dist.from Base 8.0 ft Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 30.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 10.0 psf Fp 1.0 = 10.0 psf 12 of 17 ' Dynamic Structures,PC Project Title: Downing Residence www.dynamicstructurespc.com Engineer: CB/DS Project ID: 209.116.003 Project Descr: Ridge beam and 1st floor joists Printed:6 JUN 2017,10:29AM MasonrySlender Wall File=C:IDSPCPR-11KLARDI-11209116-1.0031Calcs1calcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17,3.17 Lic.#:KW-06008989 Licensee:Dynamic Structures,PC Description: SW lower level lintgel jamb-Bearing core DESIGN SUMMARY Results reported for"Strip Width"of 8.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.1031 +1.20D+0.50Lr+1.60L Max Mu 0.4136 k-ft Phi*Mn 4.014 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 12304 Allowable Defl.Ratio 150 +D+0.750Lr+0.750L+0.450W Max.Deflection 0.007803 in PASS Axial Load Check Max Pu/Ag 111.904 psi Max.Allow.Defl. 0.640 in +1.20D+0.50Lr+1.60L Location 7.333 ft 0.2*f m 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.006557 As/bd007146 rho bal 0.01111 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.080 k Base Horizontal W Only 0.080 k Vertical Reaction +D+0.750Lr+0.750L+0.450W 5.273 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k It-lit k-It k-ft in^2 +1.40D at 7.20 to 7.47 5.344 27.360 0.59 0.32 0.90 5.34 0.300 0.0066 0.0091 +1.200+0.50Lr+1.60L at 7.20 to 7.47 10.206 27.360 0.59 0.62 0.90 6.02 0.300 0.0066 0.0109 +1.200+1.60L+0.503 at 7.20 to 7.47 10.056 27.360 0.59 0.61 0.90 6.01 0.300 0.0066 0.0108 +1.200+1.60Lr+0.50L at 7.20 to 7.47 8.721 27.360 0.59 0.53 0.90 5.89 0.300 0.0066 0.0103 +1.200+1.60Lr+0.50W at 7.20 to 7.47 7.221 27.360 0.59 0.47 0.90 5.65 0.300 0.0066 0.0098 +1.200+0.50L+1.60S at 7.20 to 7.47 8.241 27.360 0.59 0.50 0.90 5.82 0.300 0.0066 0.0101 +1.200+1.605+0.50W at 7.20 to 7.47 6.741 27.360 0.59 0.44 0.90 5.57 0.300 0.0066 0.0096 +1.20D+0.50Lr+0.50L+W at 5.60 to 5.87 7.067 27.360 0.59 0.53 0.90 5.63 0.300 0.0066 0.0097 +1.20D+0.50L+0.50S+W at 5.60 to 5.87 6.917 27.360 0.59 0.52 0.90 5.60 0.300 0.0066 0.0097 +1.20D+0.50L+0.70S+E at 7.20 to 7.47 7.026 27.360 0.59 0.45 0.90 5.62 0.300 0.0066 0.0097 +0.90D+W at 4.80 to 5.07 3.617 27.360 0.59 0.37 0.90 5.04 0.300 0.0066 0.0085 +0.90D+E at 6.67 to 6.93 3.476 27.360 0.59 0.23 0.90 5.01 0.300 0.0066 0.0084 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft In^4 in^4 in^4 in D Only at 4.53 to 4.80 4.041 0.59 0.15 443.30 54.85 443.300 0.003 32,421.6 +D+L at 4.53 to 4.80 7.041 0.59 0.27 443.30 59.57 443.300 0.005 17,937.5 +D+Lr at 4.53 to 4.80 5.691 0.59 0.21 443.30 57.49 443.300 0.004 22,463.8 +0+S at 4.53 to 4.80 5.391 0.59 0.20 443.30 57.02 443.300 0.004 23,795.0 +D+0.750Lr+0.750L at 4.53 to 4.80 7.529 0.59 0.28 443.30 60.31 443.300 0.006 16,718.0 +D+0.750L+0.750S at 4.53 to 4.80 7.304 0.59 0.28 443.30 59.97 443.300 0.006 17,259.8 +D+0.60W at 4.27 to 4.53 4.064 0.59 0.28 443.30 54.89 443.300 0.006 16,825.3 +D+0.70E at 4.27 to 4.53 4.064 0.59 0.19 443.30 54.89 443.300 0.004 23,859.7 +D+0.750Lr+0.750L+0.450W at 4.27 to 4.53 7.551 0.59 0.38 443.30 60.34 443.300 0.008 12,303.7 +D+0.750L+0.750S+0.450W at 4.27 to 4.53 7.326 0.59 0.37 443.30 60.01 443.300 0.008 12,595.1 +D+0.750L+0.750S+0.5250E at 4.27 to 4.53 7.326 0.59 0.30 443.30 60.01 443.300 0.006 15,107.8 +0.60D+0.60W at 4.00 to 4.27 2.452 0.59 0.22 443.30 52.20 443.300 0.005 21,231.3 +0.60D+0.70E at 4.27 to 4.53 2.438 0.59 0.14 443.30 52.18 443.300 0.003 33,854.2 Lr Only at 4.53 to 4.80 1.650 0.59 0.06 443.30 50.82 443.300 0.001 73,931.3 L Only at 4.53 to 4.80 3.000 0.59 0.12 443.30 53.13 443.300 0.002 40,586.8 S Only at 4.53 to 4.80 1.350 0.59 0.05 443.30 50.30 443.300 0.001 90,397.7 13 of 17 Dynamic Structures,PC Project Title: Downing Residence www.dynamicstructurespc.com Engineer: CB/DS Project ID: 209.116.003 Project Descr: Ridge beam and 1st floor joists Printed:6 JUN 2017,10:29AM Mason Slender Wall Fite=C:\DSPCPR-11KLARDI-1\209116-1.0031CakslcaIcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06008989 Licensee:Dynamic Structures,PC Description: SW lower level lintgel jamb-Bearing core Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in^4 in^4 in^4 in W Only at 4.00 to 4.27 0.000 0.59 0.24 443.30 47.88 443.300 0.005 20,825.9 E Only at 4.00 to 4.27 0.000 0.59 0.08 443.30 47.88 443.300 0.002 62,477.8 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.02 k 2.948 k +D+L 0.0 k 0.04 k 4.948 k +D+Lr 0.0 k 0.03 k 4.048 k +D+S 0.0 k 0.03 k 3.848 k +D+0.750Lr+0.750L 0.0 k 0.04 k 5.273 k +D+0.750L+0.750S 0.0 k 0.04 k 5.123 k +D+0.60W 0.1 k 0.03 k 2.948 k +D+0.70E 0.0 k 0.00 k 2.948 k +D+0.750Lr+0.750L+0.450W 0.1 k 0.00 k 5.273 k +D+0.750L+0.7505+0.450W 0.1 k 0.00 k 5.123 k +D+0.750L+0.750S+0.5250E 0.1 k 0.02 k 5.123 k +0.60D+0.60W 0.1 k 0.04 k 1.769 k +0.60D+0.70E 0.0 k 0.01 k 1.769 k Lr Only 0.0 k 0.01 k 1.100 k L Only 0.0 k 0.02 k 2.000 k S Only 0.0 k 0.01 k 0.900 k W Only 0.1 k 0.08 k 0.000 k E Only 0.0 k 0.03 k 0.000 k 14 of 17 Dynamic Structures,PC Project Title: Downing Residence www.dynamicstructurespc.com Engineer: CB/DS Project ID: 209.116.003 Project Descr: Ridge beam and 1st floor joists Printed:6 JUN 2017,10:30AM Masonr Slender Wall File=C:1DSPCPR-11KLARDI-11209116-1.0031Calcslcalcs.ec6 y ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06008989 Licensee:Dynamic Structures,PC Description: SW lower level lintel jamb-Full ht core Code References Calculations per ACI 530-11, IBC 2012, CBC 2013,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Calculations per ACI 530-11,IBC 2012,CBC 2013,ASCE 7-10 Construction Type:Grouted Hollow Concrete Masonry F'm = 1.50 ksi Nom.Wall Thickness 8 in Temp Diff across thickness = deg F Fy-Yield = 60.0 ksi Actual Thickness in Min Allow Out-of-plane Defl Ratio= 0 Fr-Rupture = 61.0 psi Rebar"d"distance 3.8125 in Minimum Vertical Steel% = 0.0020 Em=fm* = 900.0 Lower Level Rebar... Max%of p bal. = 0.007367 Bar Size # 4 Grout Density = 140 pcf Bar Spacing 8.0 in Block Weight Normal Weight Wall Weight = 84.0 psf Wall is Solid Grouted One-Story Wall Dimensions A Clear Height = 8.0 ft B B Parapet height = ft Roof Attachment Wall Support Condition Top&Bottom Pinned -- , A Floor Attachment Vertical Loads Vertical Uniform Loads... (Applied per foot of Strip Width) DL:Dead Lr:Roof Live Lf:Floor Live S:Snow W:Wind Ledger Load Eccentricity 4.0 in 0.150 0.240 k/ft Concentric Load 0.5250 0.30 0.5250 k/ft Lateral Loads Wind Loads: Seismic Loads: Full area WIND load 120.0 psf Wall Weight Seismic Load Input Method: Direct entry of Lateral Wall Weight Seismic Wall Lateral Load 10.0 psf Fp 1.0 = 10.0 psf 15 of 17 Dynamic Structures,PC Project Title: Downing Residence www.dynamicstructurespc.com Engineer: CB/DS Project ID: 209.116.003 Project Descr: Ridge beam and 1st floor joists Printed.6 JUN 2017,10:30AM Masonry Slender Wall File=C:IDSPCPR-11KLARDI-11209116-1.0031Cakslcaks.ec6 y ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06008989 Licensee:Dynamic Structures,PC Description: SW lower level lintel jamb-Full ht core DESIGN SUMMARY Results reported for"Strip Width"of 8.0 in Governing Load Combination... Actual Values... Allowable Values... PASS Moment Capacity Check Maximum Bending Stress Ratio = 0.2199 +1.20D+0.50Lr+0.50L+W Max Mu 0.6803 k-ft Phi*Mn 3.094 k-ft PASS Service Deflection Check Actual Defl.Ratio L/ 1,216 Allowable Defl.Ratio 150 W Only Max.Deflection 0.07896 in PASS Axial Load Check Max Pu/Ag 22.513 psi Max.Allow.Defl. 0.640 in +1.20D+0.50L+0.50S+W Location 4.133 ft 0.2*f m 300.0 psi PASS Reinforcing Limit Check Controlling As/bd 0.006557 As/bd007367 rho bal 0.008067 Maximum Reactions... for Load Combination.... Top Horizontal W Only 0.320 k Base Horizontal W Only 0.320 k Vertical Reaction +D+0.750L+0.750S+0.5250E 1.281 k Design Maximum Combinations-Moments Results reported for"Strip Width"=12 in. Axial Load Moment Values 0.6* Load Combination Pu 0.2*fm*b*t Mcr Mu Phi Phi Mn As As Ratio rho bal k k k-tt k-ft k-ft in^2 +1.40D at 7.73 to 8.00 0.976 27.360 0.59 0.07 0.90 4.54 0.300 0.0066 0.0075 +1.200+0.50Lr+1.60L at 7.73 to 8.00 1.371 27.360 0.59 0.19 0.90 4.62 0.300 0.0066 0.0076 +1.200+1.60L+0.50S at 7.73 to 8.00 1.483 27.360 0.59 0.19 0.90 4.64 0.300 0.0066 0.0077 +1.200+1.60Lr+0.50L at 7.73 to 8.00 1.437 27.360 0.59 0.10 0.90 4.63 0.300 0.0066 0.0077 +1.20D+1.60Lr+0.50W at 4.00 to 4.27 1.693 27.360 0.59 0.51 0.90 4.68 0.300 0.0066 0.0078 +1.200+0.50L+1.60S at 7.73 to 8.00 1.797 27.360 0.59 0.10 0.90 4.70 0.300 0.0066 0.0078 +1.200+1.60S+0.50W at 4.00 to 4.27 2.053 27.360 0.59 0.51 0.90 4.75 0.300 0.0066 0.0079 +1.20D+0.50Lr+0.50L+W at 4.00 to 4.27 1.483 27.360 0.59 1.02 0.90 4.64 0.300 0.0066 0.0077 +1.200+0.50L+0.50S+W at 4.00 to 4.27 1.596 27.360 0.59 1.02 0.90 4.66 0.300 0.0066 0.0077 +1.20D+0.50L+0.70S+E at 5.07 to 5.33 1.593 27.360 0.59 0.14 0.90 4.66 0.300 0.0066 0.0077 +0.90D+W at 4.00 to 4.27 0.910 27.360 0.59 0.99 0.90 4.53 0.300 0.0066 0.0075 +0.90D+E at 4.53 to 4.80 0.870 27.360 0.59 0.10 0.90 4.52 0.300 0.0066 0.0075 Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in^4 in^4 in^4 in D Only at 4.53 to 4.80 0.966 0.59 0.03 443.30 49.62 443.300 0.001 161954.5 +D+L at 4.53 to 4.80 1.206 0.59 0.08 443.30 50.04 443.300 0.002 62,267.3 +D+Lr at 4.53 to 4.80 1.266 0.59 0.03 443.30 50.15 443.300 0.001 161880.3 +1J+S at 4.53 to 4.80 1.491 0.59 0.03 443.30 50.54 443.300 0.001 161824.6 +D+0.750Lr+0.750L at 4.53 to 4.80 1.371 0.59 0.06 443.30 50.33 443.300 0.001 73,570.1 +D+0.750L+0.750S at 4.53 to 4.80 1.540 0.59 0.06 443.30 50.63 443.300 0.001 73,551.2 +D+0.60W at 4.00 to 4.27 1.011 0.59 0.60 443.30 49.70 133.031 0.012 7,899.6 +D+0.70E at 4.00 to 4.27 1.011 0.59 0.08 443.30 49.70 443.300 0.002 57,804.8 +D+0.750Lr+0.750L+0.450W at 4.00 to 4.27 1.416 0.59 0.49 443.30 50.41 443.300 0.010 9,999.9 +D+0.750L+0.750S+0.450W at 4.00 to 4.27 1.585 0.59 0.49 443.30 50.71 443.300 0.010 9,997.2 +D+0.750L+0.750S+0.5250E at 4.27 to 4.53 1.562 0.59 0.10 443.30 50.67 443.300 0.002 45,685.9 +0.60D+0.60W at 4.00 to 4.27 0.607 0.59 0.59 443.30 48.98 443.300 0.011 8,403.8 +0.60D+0.70E at 4.00 to 4.27 0.607 0.59 0.07 443.30 48.98 443.300 0.001 67,298.9 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 L Only at 4.53 to 4.80 0.240 0.59 0.05 443.30 48.32 443.300 0.001 101333.3 0.000 0.00 0.00 0.00 0.00 0.000 0.000 0.0 16 of 17 Dynamic Structures,PC Project Title: Downing Residence www.dynamicstructurespc.com Engineer: CB/DS Project ID: 209.116.003 Project Descr: Ridge beam and 1st floor joists Printed:6 JUN 2017,10:30AM Mason Slender Wall File=C:IDSPCPR-11KLARDI-11209116-1.0031Calcslcalcs.ec6 ENERCALC,INC.1983-2017,Build:6.17.3.17,Ver:6.17.3.17 Lic.#:KW-06008989 Licensee:Dynamic Structures,PC Description: SW lower level lintel jamb-Full ht core Design Maximum Combinations-Deflections Results reported for"Strip Width"=12 in. Axial Load Moment Values Stiffness Deflections Load Combination Pu Mcr Mactual I gross I cracked I effective Deflection Defl.Ratio k k-ft k-ft in^4 in^4 in^4 in W Only at 4.00 to 4.27 0.000 0.59 0.96 443.30 47.88 51.363 0.079 1,215.8 E Only at 4.00 to 4.27 0.000 0.59 0.08 443.30 47.88 443.300 0.002 62,477.8 Reactions-Vertical&Horizontal Results reported for"Strip Width"=12 in. Load Combination Base Horizontal Top Horizontal Vertical @ Wall Base D Only 0.0 k 0.00 k 0.898 k +D+L 0.0 k 0.01 k 1.058 k +D+Lr 0.0 k 0.00 k 1.098 k +D+S 0.0 k 0.00 k 1.248 k +D+0.750Lr+0.750L 0.0 k 0.01 k 1.168 k +D+0.750L+0.750S 0.0 k 0.01 k 1.280 k +D+0.60W 0.2 k 0.19 k 0.898 k +D+0.70E 0.0 k 0.01 k 0.898 k +D+0.750Lr+0.750L+0.450W 0.2 k 0.13 k 1.168 k +D+0.750L+0.750S+0.450W 0.2 k 0.13 k 1.280 k +D+0.750L+0.750S+0.5250E 0.0 k 0.00 k 1.281 k +0.60D+0.60W 0.2 k 0.19 k 0.539 k +O.60D+0.70E 0.0 k 0.02 k 0.539 k Lr Only 0.0 k 0.00 k 0.200 k L Only 0.0 k 0.01 k 0.160 k S Only 0.0 k 0.00 k 0.350 k W Only 0.3 k 0.32 k 0.000 k E Only 0.0 k 0.03 k 0.000 k 17 of 17