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HomeMy WebLinkAboutRe: structural design ORONO COP'S ARCHISTRUCTURES Jerry Palms P.E. Structural Engineer 416 Hennepin Avenue East Minneapolis MN 55414 612/378 0393 (Voice/Fax) LETTER OF CERTIFICATION BOLDENOw RESIDENCE 70 NORTH SHORE DRIVE ORONO MN ARCHISTRUCTURES #0105-6 July 7, 2001 Jerry Boldenow Jerry Boldenow& Associates 16912 Excelsior Boulevard Minnetonka MN 55345 Dear Jerry: I have provided structural design for the above referenced project. Information for primary structure, which includes beams and columns, foundation walls, piers and footings, has been provided to the extent shown on red-lined copies of your drawings. Also enclosed are structural notes for the project. As construction begins, if any additional questions should arise, please feel free to call me. Sincerely, Jerry Palms PE Structural Engineer ARCHISTRUCTURES I hereby certify that this plan, speci- fication or report was prepared by me or under my direct supervision and that I am a duly registered professional engineer under the laws of the state of Minne ta. MN g *19033 July 7, 2001 CONSTRUCTION STANDARD: 101ST TO WALL CONNECTION: SHALL CONFORM TO SECTION 1300.6100 Of DETAIL F W 12 JOIST TO SILL PLATE: CONNECT WITH (3) 80 MINNESOTA STATE BUILDING CODE- CoNW-w TYPICAL MASONRY NAILS PER UDC TABLE 23-1.4. EXCEPTION.. AT noNnL FouNVAnoNCousneucrroN DST ��E. mN FOUNDATION WALL ADJACENT JOIST TO PLATE MrTHE O MAXIMUM WALL HEIGHT: 8'-6'FROM TOP OF 18 GAUGE GALVANIZED FRAMING ANCHOR (OR SLAB TO TOP OF MASONRY WALL. CONTACT BOLDENOW RESIDENCE EQUAL)USING(6)100 J015T HANGER NAILS. ENGINEER IF THIS HEIGHT 15 TO BE EXCEEDED. 70 NORTH SHORE DRIVE SILL PLATE TO WALL:PROVIDE TREATED 2X4 OR TYPICAL WALL THICKNESS:12 INCHES. ORONO MN 2XOSILL PLATE (SEE ARCHITECTURAL). CONNECT WITH 1/2' DIAMETER X 10' LONG + 2' HOOK ARCHISTRUCTURES#0105-6 ANCHOR BOLTS ALIGNED WITH EACH VERTICAL MATERIALS: REINFORC-ING BAR.ADD ONE WITHIN 12'Of EACH SIDE OF SILL PLATE SPLICES. MASONRY BLOCK: ASTM C90-94.TYPE 1. MIN. COMPRESSIVE STRENGTH TO BE Fm=1700 FSI. BLOCKING JOISTS: WHERE FLOOR JOISTS RUN PARALLEL TO WALL, PROVIDE SOLID MORTAR:TYPE'M'MORTAR.MIN.COMPRESSIVE BLOCKING EQUAL TO J015T 51ZE AND DEPTH®2'- STRENGTH TO BE Fm--2&)O P51. - 0' SPACING FOR FIRST TWO JOIST SPACES. FIT MASONRY GROUT: MIN. COMPRESSIVE AS AND NAIL EACH PIECE WITH (6) 80 NAILS AS SHOWN. STRENGTH TO BE Fg=2000 P51 CONCRETE FOR FOOTINGS & SLAB: MIN. WALL CONSTRUCTION: COMPRESSIVE STRENGTH TO BE Fc=3000 PSL STEEL REINFORCING BARS: A57M A615.90. VERTICAL WALL REINFORCEMENT: EXTEND GRADE 60.Fy=60.000 PSL T �� I FULL HEIGHT OF WALL IN SOLID GROUTED CORES. DOWEL 6'INTO FOOTING WITH EQUAL SIZE BAR OF 18'LENGTH.PLACE AND SUPPORT BARS 2'AWAY FOOTINGS&SLAB-0N-GRADE: X R> ` �Ap FROM INSIDE (NON-PRE55URE) FACE OF WALL THE FOLLOWING BAR SIZE AND SPACING 15 SEE PLAN FOR FOOTING SIZE AND REINFORCING. = I „ I APPROVED: SLAB-ON-GRADE SHALL BE MINIMUM 4' THICK. I , CONTRACTOR SHALL MAKE PROVISION FOR CRACK c10 3 N Gtzp$L • STANDARD:#5 DAR5®4'-0'O.C. CONTROL. 10011 CLAY CAP: TOAlz WALL PROTECTION: r�N A 12'THICK CLAY CAP IS SUGGESTED AT TOP OF SEE OWNER'S DRAWINGS FOR DRAIN-TILE BACKFHJ,JUST BELOW TOPSOIL.WITH 10 DEGREE I en MIN�M111'1 N, SYSTEM, DAMP-PROOFING MEMBRANE. VAPOR SLOPE AWAY FROM WALL FOR AT LEAST 8 FEET. 401 BARRIER&INSULATION REQUIREMENTS. TEMPORARY WALL SHORING: G6B�YR~ a a �v.• SOIL QUALITY: PRIOR TO BACKFILLING, CONTRACTOR SHALL PRO- I SEE STRUCTURAL NOTES. NDE ADEQUATE WALL BRACING. • DEFINITION:A RETAINING WALL 15 ANY FOUN- MARK/SIZE&REINFORCING DA11ON WALL STRUCTURAL NOTES PRESSURE AT THEN oRACED AGAINST 501E F20 1'-8'X V-8'X 10" DEEP WITH (2) #4 BOT- FOUNDATION WALLS, FOOTINGS, P/C PLANK TOM BARS EACH WAY MASONRY FOUNDATION WALLS: F24 2'-0'X Z-O*X 10"DEEP WITH (2)14 BOT- BOLDENOW RESIDENCE TDM BARS EACH WAY 70 NORTH SHORE DRIVE FW12 12" FULL HEIGHT BASEMENT FOUN- QRONO MN DATION WALL: SEE DETAIL FW12 FOR F40 3'-4'X 3'-4'X 10'DEEP WITH (5)#4 BOT- REINFORCING AND OTHER INFORMATION. TOM BARS EACH WAY ARCHISTRUCTURES #0105-6 F4$ 4'-0"XC-O'X 12"DEEP WITH (5)#4 BOT- SHALLOW FOUNDATION WALLS: TOM BARS EACH WAY F56 4'-8'X 4'-8'X 12'DEEP WITH (6)94 BOT- SEE ACCOMPANYING LETTER OF CERTIFICATION. CONSTRUCT 51MILAR TO FW12 WALL, EXCEPT TOM BARS EACH WAY SEE'ROOF,FLOOR AND WALL FRAMING"NOTES PROVIDE FOOTING R AT MINIMUM FROST F63 5'-3'X 5'-3'X 12'DEEP WITH (7) 94 BOT- FOR ADDITIONAL INFORMATION. LEVEL ONLY.NO REINFNFORCCININ G REQUIRED. TOM BARS EACH WAY • SW12:12'THICK FOUNDATION WALL. SOIL OUALITY: PIER/ FOOTINGS: MASONRY SQUARE PIERS: FOOTINGS HAVE BEEN DESIGNED TO BEAR ON CONCRETE STRENGTH:MIN.F'c=3000 PSI. 5AT15FAC71ORY SOILS, DEFINED A5 GOOD DOWEL VERTICAL REINFORCING 6'INTO FOOTING. PROVIDE 12' DIAMETER AUGURED ROUND PIER QUALITY, WELL-DRAINING, GRANULAR 501L PIER TYPES ARE NOTED BY THE FOLLOWING (OR 50NOTU13E FORM) WITH (1) #4 VERTICAL CAPABLE OF A MINIMUM 2250 P5F DE51GN MARKS ENCLOSED WITHIN A HEXAGON: BAR FULL HEIGHT OF FOOTING. BELL OUT THE PRESSURE. M12 12'BY 12' MASONRY PIER: (1) #4 VERT- BOTTOM OF THE PIER AT 45 DEGREE ANGLE TO ICAL BAR FULL HEIGHT. FORM AN 8' HIGH FOOTING WITH OVERALL • FOOTINGS SHALL NOT BEAR BELOW WATER TABLE. DIAMETER AS SHOWN ON PLAN. SOIL VERIFICATION: CONTRACTOR SHALL VE- MASONRY WALL PIERS: FOOTING BEARING: RIFY SOIL QUALITY TO BE AS DESCRIBED ABOVE. CENTER WALL PIER IMMEDIATELY BELOW BEAM IF IN DOUBT,INFORM OWNER. OR COLUMN BEARING. DOWEL ALL VERTICAL FROST PROTECTION: FOOTING BEARING ELE- OWNER'S ACTION: IN THE ABSENCE OF A REINFORCING BARS 6' INTO FOOTING. PIER VATION SHALL BE PER MINNESOTA STATE BUIL- 501L REPORT,THE OWNER BEARS PRIMARY RE- TYPES ARE NOTED BY THE FOLLOWING MARKS DING CODE 1300.5500.INCLUDING: SPONSIBILITY FOR ACTUAL SOIL CONDITIONS. IF ENCL05ED WITHIN A HEXAGON. • ZONE 2:BEAR 3'-6"BELOW FINISH GRADE. SOIL QUALITY 15 IN DOUBT,IT IS RECOMMENDED THAT OWNER OBTAIN THE SERVICES OF A RE- M1 PROVIDE(1)94 VERTICAL BAR IN (1) FULL • FROST EXPOSURE: CONTRACTOR TO PRO- G15TERED 501L ENGINEER.OWNER SHALL BEAR HEIGHT GROUTED MASONRY WALL CORE. VIDE ADEQUATE MEANS TO PROTECT FOOT- ANY ADDITIONAL COSTS FOR 501L REPORT, M4 PROVIDE (4) #4 VERTICAL BARS IN (2) INGS AND ALL OTHER STRUCTURE FROM PREPARATION AND STRUCTURAL REDESIGN. FULL HEIGHT GROUTED MASONRY WALL FROST DAMAGE DURING CONSTRUCTION. CORES.ADD#2 HORIZONTAL TIE BARS 0 SOIL EXCAVATION 8'O.C.(EACH COURSE). PRECAST PLANK: INITIAL EXCAVATION: REMOVE 5011.5 DOWN SLABS-ON-GRADE: DESIGN LOADS: DE51GN PLANK FOR ALL CODE TO SUB-GRADE BEARING ELEVATIONS. REQUIRED LOADS, PLUS •REQUIRED TOPPING, ADDITIONAL EXCAVATION: IF UNSUITABLE PERFORMANCE: CONTRACTOR SHALL MAKE PLUS ANY ADDITIONAL LOADS SHOWN ON SOILS ARE ENCOUNTERED AT THE INITIAL SUB- ADEQUATE PROVISION TO MINIMIZE SHRINKAGE DRAWINGS. CONNECT PLANKS FOR MINIMUM GRADE ELEVATION,CONTRACTOR SHALL CARRY OR SETTLEMENT CRACKS. THE FOLLOWING ARE 3009 PER F00T HORIZONTL SHEAR. RECOMMENDED EXCAVATION DEEPER UNTIL SATISFACTORY • PLANK TOPPING: SEE ARCHITECTURAL FOR SOILS ARE FOUND. ALTERNATELY. CONTRACTOR CONCRETE STRENGTH:MIN.F'c=4000 PSI. MINIMUM REQUIRED SLOPE AND DIRECTION OF MAY PROCEED A5 DIRECTED BY 501L ENGINEER. MINIMUM THICKNESS: 4 INCHES. UNLESS SLOPE.MINIMUM TOPPING THICKNE55=2' NOTED GREATER ON DRAWINGS. PLANK BEARING: PRECAST MFR. SHALL BE COMPACTED FILL SLUMP:2'TO 3'PER ASTM C143-90A. RESPONSIBLE FOR DESIGN AND DETAILING OF ALL PLANK BEARING CONDITIONS.PLANK SHALL BELOW FOOTINGS: SHALL BE SATISFACTORY REINFORCEMENT:6 X 6/M.4 X MA WELDED BEAR MINIMUM 5 INCHES ON CONCRETE WALLS SOILS COMPACTED IN 8' TO 12' LIFTS TO WIRE FABRIC. OR STEEL BEAM HEADERS AT ALL LOCATIONS. MINIMUM 98% OF MAXIMUM DRY PEN51TY PER PLANK CONNECTIONS: PRECAST MFR.SHALL ASTM 0698(STANDARD PROCTOR). WALL FOOTINGS: BE RESPONSIBLE FOR DESIGN OF ALL PLANK UNDER SLABS-ON-GRADE: SHALL BE CONNECTION DETAILS. CONNECTIONS SHALL BE SATISFACTORY 501LO COMPACTED SIMILAR TO CONCRETE STRENGTH:MIN.F2=3000 PSI. FOR MINIMUM 6009 PER FOOT IN THE DIRECTION THAT BELOW FOOTINGS. EXCEPT AL50 PROVIDE STEPPED FOOTINGS:STEP AT MAXIMUM RATIO PERPENDICULAR TO WALLMEADER AND 400# A 6'BED OF WELL-GRADED SAND(SW)IMMEDI- OF 6 VERTICAL TO 12 HORIZONTAL STEP AS PER FOOT PARALLEL TO WALLJHEADER. ATELY BELOW SLAB BEARING. NEEDED TO MAINTAIN FOOTING BEARING BELOW DEFLECTION: MAXIMUM ALLOWABLE DEFLEC- AGAINST FOUNDATION WALLS: BACKFILL MINIMUM REQUIRED FROST DEPTH. TION SHALL BE AS FOLLOWS: SHALL BE SATISFACTORYSOILS FREE OF ROCK GENERAL: CENTER FOOTING ON WALL. LAP • FLOORS:TOTAL LOAD:L/360.1/2'MAXIMUM. OR GRAVEL LARGER THAN 2" DIAMETER COM- REINFORCING MINIMUM 16'AT ALL SPLICES. LIVE LOAD: U600 TO MINIMIZE CRACKING PACTED IN 8'TO 12'LIFTS TO MINIMUM 95%OF WHEREVER THERE 15 EXPOSED CONCRETE MAXIMUM DRY DENSITY PER ASTM 0698 WF20 TYPICAL FOOTING: 20" WIDE BY 10' TOPPING. (STANDARD PROCTOR). DEEP WITH (2) 94 BOTTOM BARS AGAINST RETAINING WALLS: BACKFILL SHALL CONTINUOUS. BEARING PADS: RANDOM ORIENTED FIBER BE GOOD QUALITY SAND(5W)FOR MINIMUM 18' WF16 FOOTING:16'WIDE BY 10' DEEP WITH REINFORCED:F'C=3000 PSI. TO 24" AWAY FROM WALL, AND FOR FULL (2)94 BOTTOM BARS CONTINUOUS. MEMBRANE: AT GARAGE AND OTHER LOCA- HEIGHT OF WALL. COMPACT IN 8' TO 12' LIFTS TIONS WHERE PLANK MAY BE EXPOSED TO COR- TO MINIMUM OF 95%OF MAXIMUM DRY DENSITY SQUARE FOOTINGSR05IVE MATERIALS. PROVIDE IMPERMEABLE : PER ASTM P698(STANDARD PROCTOR). MEMBRANE BETWEEN PLANK AND TOPPING PER CONCRETE STRENGTH:MIN.F =3000 P51. PRE-CAST MANUFACTURER"5 REQUIREMENTS. 'c 4200# =P05T BEARING LOAD IN POUNDS.THIS MINIMUM BEAM BEARING: MARK APPEARS AT SOME LOCATIONS RUCTURAL NOTES WHERE SPECIAL ATTENTION TO PROPER ROOF, FLOOR& WALL FRAMING BEAR FULL WIDTH OF BEAM ON FULL WIDTH & POST SUPPORT MAY BE REQUIRED. LENGTH OF POST,COLUMN OR STUD WALL WOOD POSTS: BOLDENOW RESIDENCE SPECIAL BEAM CONNECTIONS: CONTRACTOR 70 NORTH SHORE DRIVE 15 RESPONSIBLE FOR ALL BEAM CONNECTIONS POST BEARING: POST MAY BEAR ON A WALL ORONO MN NOT FULLY DETAILED ON DRAWING. ENGINEER 50LE PLATE, BUT BLOCK 50LID BETWEEN 50LE MAY BE CONTACTED FOR ASSISTANCE. PLATE AND STRUCTURE BELOW WITH SAME OR ARCHISTRUCTURES #0105-6 1150# INDICATES SPECIAL BEAM CONNECTION BETTER GRA0E/5PECIE5 AS P05T MATERIAL. LOAD IN POUNDS.THIS MARK APPEARS MULTIPLE PLY POSTS (E.G: 3-2X4): SHALL BE AT SOME LOCATIONS WHERE NOW CONSTRUCTION GRADE 5PF OR BETTER WITH SEE ACCOMPANYING LETTER OF CERTIFICATION. STANDARD BEAM HANGER OR SPECIAL EACH PAIR OF PLIES FASTENED BY(1)100 NAIL BEARING MAY BE REQUIRED. ®16"O.C.STAGGERED EACH SIDE. ASSUMED DESIGN LOADS: ROOF HOISTS: GLULAM POSTS: ROOF BALLAST: ROOFS ASSUMED TO BE NOW 2-5/16" WIDTH OF J015T FLANGE BY 16' DEEP. BALLASTED.CONTACT ENGINEER IF OTHERWISE. THE FOLLOWING ARE APPROVED.ENGINEER MAY POST BEARING: POST MAY BEAR ON A WALL SOLE PLATE, BUT BLOCK SOLID BETWEEN SOLE ROOF SNOW LOAD: OF51GN INCLUDES SNOW BE CONTACTED FOR OTHERS NOT LISTED: PLATE AND STRUCTURE BELOW WITH SAME OR SURCHARGE FOR DRIFTING,ETC.,PER CODE. /, BOISE-CASCADE: BETTER GRADE/5PECIE5 AS POST MATERIAL. FLOOR DEAD LOAD: INCLUDES FRAMING, •2-516"WIDE:8CI J0/5T 600 SERIES. GLULAM POSTS:SHALL BE SOUTHERN YELLOW SHEATHING.INSULATION,MECHANICAL,BUT NOT 2, GEORGIA-PACIFIC: PINE(COMBINATION#48), OR BETTER,A5 5UP- THICK5ET TILE, STONE, OR GYPCRETE. CONTACT . 2-5/16"WIDE:GP/35 JOIST. PLIED BY STRUCTURAL WOOD CORP.,OR EQUAL. ENGINEER IF OTHERWISE 1. ROOFS: SNOW LOAD: 40 P5F 3.LOUISIANA PACIFIC: STEEL COLUMNS:DEAD LOAD: 17 P5F •2-1/2"WIDE:LPI-32 SER/ES. BALLA5T/TILE NONE 4.TRUS JOIST MACMILLAN: COLUMN BEARING: DO NOT BEAR ON A WOOD 2. FLOORS: LIVE LOAD: 40 P5F •2-5/16"WIDE: TJl/PRO350 JOIST. SOLE PLATE OR FLOOR JOISTS. BEAR DIRECTLY DEAD LOAD: 15 P5F ON A PRIMARY STRUCTURAL MEMBER SUCH AS 5TONE/TILE NONE DIMENSIONAL LUMBER: COLUMN,BEAM.OR FOUNDATION WALL 3.GARAGE: VEHICLE LOAD. 50 P5F OR CAP PLATE: UNLE55 NOTED ON PLAN, CAP WHEEL LOAD: 2000# LUMBER FOR FRAMING SHALL BE #2 5PRUCE- PLATE SHALL BE V4"THICK BY 10"BY WIDTH OF 4. DECK: LIVE LOAD: 60 195F PINE-FIR OR BETTER. BEAM ABOVE. WITH HOLES FOR MINIMUM (2) DEAD LOAD: 5 P5F EXCEPTION: WALL 5TUD5 MAY BE CON5TRUC- 3/4"DIAM.A325 BOLTS. TION GRADE SPF OR BETTER. SEE AL50 NOTES BASE PLATE:SHALL BE 318"THICK BY MINIMUM BUILDING CODES: ON POSTS&BEARING WALLS' 10' BY 12" WITH HOLES FOR MINIMUM (2) 1/2" ALL CONSTRUCTION TO BE IN ACCORDANCE WnH MOISTURE EXPOSED WOOD: DIAMETER ANCHOR BOLTS BY 12'LONG PLUS 2" HOOK.(EXPANSION BOLTS MAYBE SUBSTITUTED STRUCTURAL REQUIREMENTS OF APPLICABLE AT CONTRACTOR'S OWN RISK.) NATIONAL,STATE,AND LOCAL CODES. ALL WOOD EXPOSED TO EITHER EXTERIOR OR INTERIOR MOISTURE CONDITIONS, SUCH AS WINDOW DEFLECTION: STANDARD OF CARE: PO5T5, BEAMS OR WALL PLATES IN DIRECT CONTACT WITH CONCRETE OR MA50NKY, SHALL CONTRACTOR SHALL INSTALL ALL WINDOW THE STANDARD OF CARE FOR ENGINEERING BE TREATED#2 SOUTHERN PINE. UNITS,GLA55 DOORS AND'OTHER GLASS FOR SERVICES SHALL BE THE ABOVE QUALITY STAN- DECKS: ALL WOOD SHALL BE MINIMUM #2 MAX.ALLOWABLE DEFLECTION=U175.(E.G., OE- DARD5, PRACTICED WITH THE LEVEL OF CARE CEDAR, #2 REDWOOD, OR PRESERVATIVE FLECTION FOR 8'-0"HIGH UNIT= 8 X 12/ 175 = AND SKILL THAT IS CUSTOMARY TO OTHER TREATED#2 SOUTHERN PINE. 0.55"). CONTACT ENGINEER, IF MANUFAC- ENGINEERS UNDER SIMILAR CONDITIONS. WITH- TURER'S REQUIREMENTS ARE MORE STRINGENT. OUT IMPLYING A GUARANTEE OR WARRANTY. WOOD TRUSSES: INTERIOR BEARING WALL: DESIGN RESPONSIBILITY: IF FINAL TRUSS LAYOUT VARIES FROM THAT SHOWN ON DRAWINGS, FABRICATOR SHALL INTERIOR LOADBEARING WALL: MINIMUM STRUCTURAL ENGINEER: SHALL BE RE5PON- SUBMIT ERECTION DRAWING TO ENGINEER FOR 2X4 ® 16" O.C. CONSTRUCTION GRADE SIBLE FOR DESIGN OF "PRIMARY" STRUCTURE COORDINATION WITH OVERALL DESIGN. SPRUCE PINE FIR OR BETTER. TO THE EXTENT SHOWN ON DRAWINGS, SUCH AS:1)BEAMS AND COLUMNS,2)LOAD-BEARING SNOW SURCHARGE: DESIGN TRUSSES FOR STEEL BEAMS: AND FOUNDATION WALLS,3)PIERS&FOOTINGS. ANY ADDITIONAL LOADS REQUIRED BY CODE. CONTRACTOR: SHALL BE KE5PON5I5LE FOR WEB STIFFENERS: PROVIDE 1-5HAPE BEAMS ALL OTHER STRUCTURE, EXCEPT AS SPECIFIED LUMBER HEADERS: WITH 3/16"THICK BY 2"WEB STIFFENERS BOTH ON DRAWINGS,INCLUDING:1)JOISTS,RAFTERS, 51DE5 OF WEB AT ALL BEARING POINTS. HEADERS, POSTS, 2) SLABS, 3) STAIR FRAM- GRADE & SPECIES TO BE #2 SPRUCE-PINE-FIR (APPLIES ONLY TO STEEL BEAMS THAT WEIGH ING.4)FINISH WORK,5)FIREPLACE,ETC. OR BETTER. 35#OR MORE PER FOOT.) BEARING:FRAME ALL HEADER OPENINGS WITH STEEL BEARING ON MASONRY/CONCRETE: LINEAR VENEER LUMBER(LVL) DOUBLE WALL STUD. BEAR HEADER ON ONE UNLESS OTHERWISE DETAILED ON PLAN: STUD.RUN 2ND STUD UP PAST END OF HEADER. . ANCHOR BOLTS: CONNECT WITH MINIMUM ALLOWABLE DESIGN STRESSES: 2600Fe 1.9E (2) V2" DIAMETER ANCHOR BOLTS (A307 OR BETTER. SPECIAL POST LOADS: GRADE) BY 12-LONG PLUS 2"HOOK. EXPAN- MULTIPLE PLY BEAMS:FASTEN TOGETHER PER 51ON BOLTS MAY BE 51.1135TITUTED AT CON- MANUFACTURERS REQUIREMENTS. CONTRACTOR IS RESPON5I13LE FOR SUPPORT OF TRACTOR'S OWN RISK. ANY POST LOADS NOT FULLY DETAILED ON WEATHER PROTECTION: IT IS RECOMMENDED DRAWING. ENGINEER MAY BE CONTACTED FOR • GROUT BED:SUPPORT STEEL MEMBERS ON THAT ALL LVL MATERIAL RECEIVE A FACTORY ASSISTANCE. A 1/2'BED OF GROUT. APPLIED RE51N-IMPREGNATED OVERLAY: WATER- SHED BY TRUS J015T MACMILLAN OR SIMILAR. 11/17/98 11:36 F_k.I 612 939 0808 Roo COPYX00' EXTERIOR ENVELOPE AVERAGE "U" COMPUTATION OWNER: SITE ADDRESS: � � r� �� oa CONTRACTOR: v, �/I,VC�). _ DATE* -�/�� Q�PHONE; DETERMINE WORKING. SO.UARE FOOTAGE OF EACH: 1. TOTAL EXPOSED WALL AREA. .. . . . . . a `3(?o sq ft x "U" .11 2. TOTAL ROOF/CEILING AREA".. . . ,, 1950 � 3q ft x "U" .026 � Sdo7 3. TOTAL. EXPOSED WALL AREA CALCULATIONS: Total exposed wall area above floor. . . . . ,. , P-2 Z sq ft M e) Total tie! ! wind^t*t area; glazed , _ Sq ft x "U.i /0S glazed „ , sq ft x "U" — b) Total door area .9( sq ft x "U" c) Total sliding glass door area: glazed. . .. . . ��. ?(o sq ft x "U" 3J = glazed. . . . . . sq ft x "U" — d) Total fireplace wall area sq ft x "U" e) Total wall framing area (Average 104) . . . . . . . . . . q 9 sq ft x "U" _ ( '7 - Jr'Q, B-35 f) Total net wall area above floor (Insulated) . . . . . : 29 2 I sq ft x "U" _4 V _ y g) Total rim Joist area. . . . . 7B sq ft x "U" .0 2 1_ Total foundation area (Exposed) . . . . .. . . . �pO sq ft h) Total foundation window area. . . . . .. . . . . . . sq ft x "U" 1) Total net foundation area Above grade. . . . . . . . 60 sq ft x "U" . 04 •- 2-�_ 3• TOTAL a) thru 1) If Item f3 Is the same as, or less than Item �I . you have met the Intent of 2 MCAR 1.16008 A and O. 11/17/98 11:36 FAI 612 939 0808 16 003 �. TOTAL EXPOSED ROOF/CEILING CALCULATIONS: Total exposed roof/cel l lnq area. .. . .... 29 j sq ft J 11fl Total skylight area. . ..... sq ft x U k) Total roof/cellinq framing area (AveraOe i(1R) ... . .. 24( sq ft x "Uf1 . © Z .T.gz 1) 'Total net Insulated roof/ceiling area. sq ft x "U" Z 4. TOTAL J) thru 1) If total of 'k Is the same as, or less than P2. you have met the intent of 2 MCAD 1.16008 A and 0. ALTERNATE BUILDING ENVELOPE DESIGN To utilize the total envelope system method, the values established by the sum of Items P3 and #k shall not be greater than the sum of Items 11 and #2. 3• + 4. �3 V. C E R T I F I C A T 1 0 N hereby certify that I have calculated the "U" factors and "R" values herein and that the butldlnq here described meets or. exceeds the State of Minnesota Energy Conservation Act. 11/17/98 11:36 FAX 612 939 0808 Q004 ' r CONSTRUCTION- R VALUE WALL FRAMING SECTION: I Interior air Film 0.68 2 �Z P-51 1i inches soft wood 6 Exterior a r film n• TOTAL R U .1/R .1'7 WALL SECTION (INSULATED) 1 interior alr film n,68 4 11 co 5 A Exterior air firm 0.17 TOTAL R - 2� Us i/R - RiM JOIST SECTION: 1 interlor air film n,6R 2 3 a 4 no 5 6 Exterior air f I lm n. 17 TOTAL R r FOUNDATION INSULATION REQUIRED= Min. R-5 an entire wall OR U 1/R dam, Q, a -:•,d Min, R-10 dawn to frost depth ' ,a: FOUNDATION SECTION : 1 Interior air film t1,F8 .•A- � , _ 2 r. OU • : i4 r b Exterior al r f i m n. 17 Q .Q•• a• / - (6 te '�r �• ..�� i • l" TOTAL R - L/ 7 U - 1/R - ,O SLAB ON GRADE 4 14a a Heated Slabs: 'a�: ' 4, .•'•`t x ' • •. v . At Minimcm R = 8.5 . . 4 - 04-.�; �_•Q• Unhea ted S 1 abs: 4. ,•.•• 4 ;n �• Minimum R - 6 .2 ' �,, - ,, • , . .. 11/17/98 11:36 FAX 612 939 0808 a 005 CONSTRUCTION R VALUE- CEILING SECTION (INSULATED) : 1 Interior air film n.f+ 2 8 tWr, ®5 3 ag w,U 7l�4,_xer10y d,0. Op 4 4 Exterior air film still) 6.41 TOTAL R - Q .7 U ^ 1/R - oC/I "' 2 5 CEILING FRAMING SECTION: Lo 1 Interior air film 2 21K8 — AIR VENTED 3 2"-' LJ o0 FLOW ' 4 Interior air film still n.61 5 /Z inches soft wood epQ TOTAL R U - I A .OZ CEILING SECTION (INSULATED) : 1• Interior air film n.6i 2 3 4 Exterior air film (stilli 0.i1 OWN TOTAL R - U I 2 3 4 5 CEILINn FRAMING •SECTION: 1• Interior air film VENTED 2 3 4 Exterior air ilm Still 57T 5 Inches soft wood TOTAL R - U - 1/R - 3 4 5 -• = t"�`' '�• 1 Inside air film n.61 •• 3 - . • 4 . Outside air film n, 17 ���, TOTAL R - ___ ARCHISTRUCTURES Jerry Palms P.E. Structural Engineer 416 Hennepin Avenue East Minneapolis MN 55414 612/378 0393 (Voice) 612/378 3736 (Fax) SITE REPORT BOLDENOw RESIDENCE 70 NORTH SHORE DRIVE ORONO MN ARCH ISTRUCTURES #0105-6 March 31, 2003 Jerry Boldenow Jerry Boldenow&Associates 16912 Excelsior Boulevard Minnetonka MN 55345 Dear Jerry: At your request, I visited the site at the above referenced address today, March 31, 2003, for final framing observations. My procedure was to compare the in-place structural elements, such as beams and columns, to the structural elements as originally specified in the structural drawings, which include Plan Sheets 3, 6, 8 , and 10, dated July 7, 2001. Observations: The structure has been�arced for the most part as shown on the structural documents. While on site, we reviewed alterations to the roof framing above the front entry area. These alterations all improve upon the original structural.design. As well, we reviewed the alterations to the roof framing which allow for an upper story office. Approval: In my judgment, the in-place structural elements conform to what has been specified on the drawings and so are approved by me. Sincerely, Jerry Palms PE Structural Engineer A RCH ISTRUCTU RES I hereby certify that this plan, speci- fication or report was prepared by me or under my direct supervision and that I am a duly regist rofessional enginee un r the la the state of Vinnesog 903 March 31, 2003