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PRE 2010 DOCSATTENTION OF: CITY OF FRIDLEY f' .. _ _ —1 6431 University N. E. To Leonard Eichmiller, Electrical Insp, _ _ _ Minneapolis Minn. 55421 612-560-3450 SIGNATURE Fire Department REPLIER'S COPY — RETAIN FOR YOUR FILES 97-84-87 001 ,... .. ��'. � L �t �'IJ),''U I .VU t11V J✓' :ilt.) . ! ! ,.. � I: t�'. I !. 113 t r 1200 No rton Ave. �i Cc3arLnc --�. I •nC Gl'. ta�t:.111 1�J) 1) ' :� X. t �� I T .. _ ,., �i �• b ;7 ,� C1 Ly Gf I-r1LlI IjB Tel. h571-3•t50y tmdOrelgncd I: teC :kear fLr •- + � � e ;.ara:t t;r tt,s wo epaeltied a9recin. La dc' 1 LI6 t,ercta, al ucrk ir. str.:t _,:cr Lt., Citi {--I �--t--!__.�_ ____ and rullnl .I5 cie tl�a fe::arc,rcnl �� B.ji�.�itr�i. 1 ! I I ! I ��.�. :rCfr .:Ca:lifei t.f BL G1 ! tho facLu 4,,d rcl�r�sactaL.to9ealo.! it cti�e•,.1,,...catl;,,�Bnd,:.,, ,••� 9-22-80 CMN ER Burkstrand ?1 a 1„l•,rc C..rinc,Li.,r. GL,.r1,j ;ectcd wlth seller KIND OF IIUILLolt;,i frame — t 1�1ui0. G1.1 C"t.1.11 I Nater I USED AS res. TO DE COMPLC T LO F,l,:;U r 9-29-80' S ESTINATLO COS: Ill,1!rl. n.�;C� 1b� RATE TOTAL - . OLD - NL•H BUILGI:I,; i;V, (I11J.., a:l I IAL.1rea I�It, • ..r. — f'uL„lc f:wC,ICe G(.cr:r,] bcr tt.l.,ra, x $ —'---� alpy Old i.l,e:.l; � C,t_r vs:lu x $5.00 $ S1jIle.1 Ey MIraNEGASCO USI,JJJ blU to 1$ ..:.D bTU•-1, '"'J” ® x $10.00 $ tiJ. WAL11l- zi.,ttenor e —,..._ x $7.00 g ',Ilcu t�l�.11,d k,n Gld b,,11.11r.7 ----._ x $5.00 $ ROUGH I11sp. i:lect,,c NAter IlaAtcr x $5.00 g Data . is I II II1"G Fus; .111 1 f14tULa8 , A.i.1IL1unal FIALuraa t.,a 1,,,,.le t.7 159,OOli b I U Itti y AI.Tt:KATtONS >IJU.OU ea,n a,1.1, g1JJ:uU ar lracuan x 53.00 $ x $1.00 —X $10.00 $5:00 g $2.00 g 56at0 Surct,®rgo $ So TOrr.L ► I.c $ 8,00 FINd,L Ddtu hl•1•RUVAL k'GR PElullr MEt1IMU11 I'L'L' f l:h Ia1' f LUI:uiNu PCI�:IP IS 67. SJ PLUS $.50 $1119 MoiAl4t art; V 8431 UNIVERSITY AVENUE N.E., FRIDLEY, MINNESOTA 55432 TELEPHONE ( 612)571-3450 October 27, 1980 Mr. Ellsworth Burkstrand 1200 Norton Avenue N.E. Fridley, M11 55432 Re: Repair & Maintenance of the Proposed Rental Property Located at 1200 Norton Avenue N.E., Fridley, MN Dear Mr. Burkstrand: We were asked to inspect the above listed property on October 21, 1980 to determine what improvements were necessary to approve a rental license for this property. The inspection on the above date found the following list of deficiencies which.must be corrected. Any repairs or improvements must be completed in a workmanship like manner. It is the City's hope that similar or other deficiencies that were not noted will be corrected as needed. EXTERIOR 1. Provide and maintain a hard surface driveway and parking area, e.g. blacktop. Eight individual parking stalls (10' x 201) or the equivalent must be provided. 2. Provide and maintain striping for the parking lot to designate individual parking stalls (10' x 201). APARTME14T - UPSTAIRS Provide and maintain an escape window for the bedroom. Specifications on.the required window size can be received by contacting the City Building Inspection Department. INTERIOR - GENERAL 1. Provide acid maintain handrails on any stairs with four (4) or more risers. 2. As of January 1, 1980, City and State Fire Codes require that every individual rental unit have a products of combustion detector (smoke detector) installed to protect the tenants. Please contact the Fridley Fire Department for the exact specifications they require. 3. Provide and maintain a light and an electrical plug-in for each bathrocen . 4. Provide and maintain natural or mechanical ventilation in each bathroom. 5. Provide and maintain a one (1) hour fire rated separation between the furnace area and the rest of the building. r • Mr. Ellsworth Burkstrand • October 27, 1980 Re: 1200 Norton Avenue N.E. Page 2 6. All doors leading to a common stairway exit must be fire rated and have a self-closing device. A reinspection to determine compliance will be conducted when the license application and appropriate fee are returned to us. We are confident in your cooperation on'these matters and if any questions or problems arise, please feel free to contact me at 571-3450. Sincerely, SThVE J. < OLSON, R. S. Environmental Officer SJO/mh ENC: Energy Bulletin• License Application CMC CENTER • 6431 UNIVERSITY AVE. N.E. FRIDLEY, MINNESOTA 55432 • PHONE (612) 571-3450 September 7, 1988 Ellsworth Berkstrand 1200 Norton Avenue N.E. Fridley, M 55432 RE: Noncanpliance of the Fridley City Code at 1200 Norton Avenue N.E. Dear Dir. Berkstrand: On September 6, 1988, it was confirmed by an on-site inspection that the property at 1200 Norton Avenue N.E. does not meet the minimum standards necessary to maintain a pleasant and prosperous suburban envirorment. While major code requirements are satisfied, the following item does not canply with the performance standards of the City Code: 1. One school bus with expired registration parked on west end of property. This vehicle must be currently licensed or removed fran property or stored in an enclosed structure. Your immediate action to correct this situation would be a great improvement for your property and the entire ccamunity as well. An inspection will be conducted on or about September 19, 1988, to determine canpliance. If you have any questions or concerns, please feel free to contact me at the Fridley Civic Center, 571-3450. Si rcerely , Steven Barg Code Enforcement Officer SB/ls C-88-457 SUBJECT PERM City of Fridley Jr._ 19882 AT THE TOP OF THE TWINS BUILDING PERMIT r � • _____ COMMUNITY DEVELOPMENT DIV. r i � PROTECTIVE INSPECTION SEC. 1 = i CITY HALL FRIDLEY 55432 NUMBER REV. DATE PAGE OF APPROVED BY j 612-571-3450 910-F15 5/8/89 JOB ADDRESS 1200 Norton Avenue N.E. 1 LEGAL LOT NO. BLOCK TRACT OR ADDITION SEE ATTACHED Auditor's Subdivision #89 DESCR. Pt. 12 SHEET 2 PROPERTY OWNER MAIL ADDRESS ZIP PHONE George Burkstrand 4335 -'• 4th Street N.E., Columbia Heights, MN 789-0467 3 CONTRACTOR MAIL ADDRESS ZIP PHONE LICENSE NO. Same 4 ARCHITECT OR DESIGNER MAIL ADDRESS ZIP PHONE LICENSE NO, 5 ENGINEER MAIL ADDRESS ZIP PHONE LICENSE NO. 6 USE OF BUILDING Residential 7 CLASS OF WORK ❑ NEW ❑ ADDITION ❑ ALTERATION 13t REPAIR ❑ MOVE ❑ REMOVE 8 DESCRIBE WORK Reroof Dwelling and add window trim (25 Squares) 9 CHANGE OF USE FROM TO STIPULATIONS TYPE OF CONST. OCCUPANCY GROUP OCCUPANCY LOAD SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL, PLUMBING, HEATING, VENTILATING OR AIR CONDITIONING. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION ZONING SQ. FT. CU. FT. AUTHORIZED IS NOT COMMENCED WITHIN 60 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 120 DAYS AT ANY TIME AFTER WORK IS COMMENCED. NO. DWLG. UNITS OFFSTREET PARKING I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION STALLS GARAGES AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS VALUATION SURTAX AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED $10,000 $5.00 WITH WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PERMIT FEE SAC CHARGE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CON- $117.00 STRUCTION OR THE PERFORMANCE OF CONSTRUCTION. PLAN CHECK FEE TOTAL FEE $122.00 SIGNATURE OF CONTRACTOR OR AUTHORIZED AGENT (DATEI WHEN PROPERLY V IDATED THIS IS YOUR PERMIT SIGNATURE OF OWNER IIF OWNER BUILDER) (DATE) BLDG INSP TE NEW [ ] Effective 5/1/88 ADEN [ ] R-1 AND R-2 ALTER [ ] Building Permit Application Construction Address: 1 10 t IVAt folY /4if if legal Description: Owner Name & Address: a 3 ' s TR # 7XT n"67 y6% Contractor: y 3 3 S y' 5' d d �,► Tel .# Attach to this application, a Certificate of Survey of the lot, with the proposed construction drawn on it to scale. LTVIM AREA: Length Width Height Sq. Ft. GRRAGE AREA: length Width Height Sq. Ft. DEM AREA: Length Width Hgt/Ground Sq. Ft. Corner Lot [ ] Inside Lot [ ] Ft. Yd Setback Side Yard Setbacks Type of Construction: lAicttj, F Estimated Cost: $ Jw-6vdha • Approx. Completion Date: Proposed Driveway Width If New Opening Is Desired: Ft. $ $ th + 6' See Back Page O DATE: �� APPLICANT: L - Tel. # 7 S^ tIl'I'Y Un OMY Permit Fee $ %^ Fee Schedule on Reverse Side State Surcharge $.Q $.50/$1,000 Valuation SAC Charge $ $575 per SAC Unit Driveway Escrow $ Alt. "All or Alt. "B" Above Park Fee $ Fee Determined by Engineering Sewer Main Charge $ Agreement Necessary [ ] Not Necessary [ ] STZ MATIONS: 1v000a Z eop— yj,Qu I 1 7.00 GiYOF FRIDLEY FRIDLEY MUNICIPAL CENTER • 6431 UNIVERSITY AVE. N.E. FRIDLEY. MN 55432 • (612) 571-3450 • FAX (612) 571-1287 August 23, 1990 e� Mr. George Burkstrand 1200 Norton Avenue Fridley, MN 5543 SUBJECT: Sanitary Sewer Easement Dear Mr. Burkstrand: PW90-244 As you are aware, the city survey crew was out to locate the sanitary sewer line that crosses the west portion of your property. It appears that the sanitary sewer line lies along the center of the 30 foot easement as shown on the plat drawing of your property. Due to the depth of this sewer line, the City needs the entire 30 foot easement in case there is ever a need to repair or replace the line and therefore, we cannot move this easement or abandon any part of it. If you have any questions, please feel free to contact me at 572- 3551. Sincerely, G2'G ark A. Winson, P.E. Assistant Public Works Director MAW/kn V. Darrel Clark CIlYOF FRIDLEY FRIDLEY MUNICIPAL CENTER • 6431 UNIVERSITY AVE. N.E. FRIDLEY, MN 55432 • (612) 571-3450 • FAX (612) 571-1287 October 16, 1990 Lowell Burkstrand 4335 - 4th Street N.E. Columbia Heights, MN 55421 RE: First Notice of Noncompliance at 1200 Norton Avenue N.E. Dear Burkstrand: The City of Fridley has established a City Code for the purpose of promoting a pleasant and attractive suburban environment. A recent inspection of the property at 1200 Norton Avenue N.E. revealed that not all Code requirements are presently being met. Listed below are items which do not comply with the City Code: 1. Observed vehicle (NDL-929) with expired registration and not street operable parked on grass. Fridley City Code requires that all vehicles must be currently licensed/street operable and kept on a hard surface parking area, or stored in an enclosed structure. 2. Discontinue outside storage of cement mixer and other assorted materials in driveway area. Your prompt attention in correcting this situation would greatly assist us in helping make Fridley a better place to live. An inspection will be conducted on or about November 5, 1990, to determine compliance. If you have questions or would like to discuss this, please contact me at 572-3595. Thank you for your cooperation! Sincerely, Steven Barg Code Enforcement Officer SB:ls C-90-857 GNOF FRIDLEY FRIDLEY MUNICIPAL CENTER - 6431 UNIVERSITY AVE. N.E. FRIDLEY, MN 55432 - (763) 571-3450 - FAX (763) 571-1287 May 6, 2002 Lowell Burkstrand 1200 Norton Avenue NE Fridley MN 55432 Re: Paved Driveways Dear Mr. Burkstrand: In 1997, the City Council adopted an ordinance declaring gravel driveways a public nuisance. They were declared a public nuisance for a number of reasons, such as: they can cause erosion, contaminate soil with oil and other vehicles fluids, and deposit soil and gravel in the City's storm sewers and detention ponds. When gravel driveways were declared a public nuisance, the City Council gave property owners five years to have their gravel driveways paved. The five-year deadline is quickly approaching, which means all gravel driveways within the City of Fridley must be paved with approved concrete or asphalt by December 31, 2002. If on December 31, 2002, your driveway hasn't been paved a citation will be issued and filed at the Anoka County Courthouse. A misdemeanor citation is a criminal offense and is punishable by up to 90 days in jail and/or a $700 fine. If you've already paved your driveways, Thank you! Please call me at 763-572-3595, so I can update our files. For your convenience, a brochure on the City's loan program has been enclosed. You can use this loan program to acquire financing for your driveway improvement project. Please call Jim Hesnik at 612-335-2651, if you have any questions regarding this program. Thank you for your cooperation! As you successfully complete your driveway improvement project, please call me at 763-572-3595, so I can do an inspection of your property and update our files. If you have any other questions, please feel free to call me. at the above number. Sincerely, StacyS mberg Planner C-02-53 I MiTek° May 6, 2002 P & M Truss P. O. Box 443 Isanti, MN 55040 Re: Gable End Components MiTek Industries, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 Telephone 314/434-1200 Fax 314/434-5343 Gable end components are intended for use as a continuation of the bearing end wall on which they rest and not as clear span trusses. These gable end components, which are typically manufactured by a truss fabricator, consist of top and bottom chords and vertical studs spaced a maximum of 24" on center held together with metal connector plates. They are fabricated in this manner for the sole purpose of transferring gravity roof loads generated by one foot of tributary area to the bearing wall on which they rest. For these reasons gable end components are not considered engineered components. Since gable end components are not considered engineered components, then field modifications such as cutting, drilling, notching, or replacing of members require no special consideration or remedial action beyond those governed by building codes for field built gables or walls supporting the same limited loads. ihersby certify that thk plan, spect- tton or report was prepared by rtn or ander my direct sap N111on T: Mat 1 am a duty UcMed Pro- gaatosel EnQipae► under the laws P.E. of tM State td Mlurteeata. GARY S. REDWANLY DATE AEG. N0.24159 JANUARY 31, 2000 1 TOE -NAIL DETAIL I ST-CONO2A U MITek Industries, Inc. Chesterfield, MO. 1) TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END OR AS SHOWN. 2) THE PLACEMENT OF THE NAILS SHALL BE SUFFICIENT TO PREVENT SPLITTING MTek Industries, Inc. OF THE WOOD. SQUARE CUT END VIEW MAXIMUM ALLOWABLE UPLIFT REACTION BASED ON THREE 16d COMMON WIRE NAILS. ALLOWABLE VALUE SHALL BE THE LOWER VALUE FOR MEMBERS OF DIFFERENT SPECIES. VALUES BASED ON FULL NAIL PENETRATION. 331e LOAD DURATION INCREASE TOP PLATE MAXIMUM UPLIFT REACTION: OF WALL SYP = 311 LBS. L DF = 249 LBS. HF =168 LBS: SPF =162 LBS. NEAR SI MAXIMUM UPLIFT REACTION: (BASED ON FOUR 16d NAILS) SYP = 414 LBS. DF = 332 LBS. HF = 224 LBS. SPF = 216 LBS. TRUSS r3OOO' I L/3 -c.:ri, sped- t:?-:eff by Pro- Fiin5fr the laws ce•1 ..ra:. �o: at:nrta:;ala. STAWWCtltlL A WARAWva . Verft dea yrs panmetere and RRAD ROTE8 ON TM11 AAD Ray6RRE =X RZFOORE USL =wl Design vaW for use only with Marek oonneetors. This design Is based only upon parameters drown, and k for an Individual bulding component to be � installed and boded vertically. AppR¢abMV of design parameters and proper incorporation of component Is responsibility of budding designer • not truss designer. Bracing shown is tor lateral supp011 of InCUMUal web membra only. Additional temporary bracing to krswe Ndbd11y during cendruetbn is Ow tespon"y of the erector. Additional permanent bracing of the overal shwut* is the responslbgly of the building designer. For general guidance regarding fabrication. qualify conhol, storage: delvery, erection and bracing, consul 0ST-41111 Quarry Standard. 0811.89 BrackM Bpeol11oaHon, and HIS -91 M iTek® MarMdng Installing and Smoing Recommendation avoloble from Trust Rote Institute. 693 Dfrb 'OnoDrive. Madison, W163719. February 14, 20031 Standard Gable End Detail UE0 �� o0 a MITek Industries, Inc. DIAGONAL BRACE 4'-0' O.C. MAX Typical M L -Brace Nalled To 2x Verticals W/10d Nails, 8• o.c. Vertkkxill Slud SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 q Varies to Common Truss F.T3 1k - Diagonal Bracing ** - L -Bracing Refer Refer to Section A -A to Section B -S ST-GE90-001 Page 1 OF 1 Vertical Stud Stud Spacing Without Brace (4) -18d Common 2x4 L -Brace DIAGONAL Wire Nails • 2x4 SPF smisa,d 12" O.C. 18d common 8-1-13 1 8-8-7 Wire Nails 15.5-12 2x4 sPF Stastud Spaced S' ox. (2) -10d Common 5-3-15 Swd or Wire Nags Into 2x8 14-0-12 2x4 Not of tlaf!$r 124, O.C. 1 4-1-2 Typical Horizontal Brag 1 8-1-13 1 8-2-5 Nalled To 2x Verticals SECTION A Aw/(4}10d Common Nags 2x4 SEE INDIVIDUAL MITEK ENGINEERING DRAWINGS FOR DESIGN CRITERIA NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4.'L' BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 8" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4!-W O.C. 8. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x5 STUD AND A 2x4 STUD AS SHOWN WITH 18d NAILS SPACED W O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. ATTACH TO VERTICAL STUDS WITH (4)10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. g. DO NOT USE FLAT BOTTOM CHORD GABLES NEM TO SCISSOR TYPE TRUSSES. 3x4 = I Hereby ON* "tMo Pon. aP* ftdo. or report was wolwad by no or larder OW direct auporvlaion and d4I an4 a dull lJ onad Pra- f?rgh400r un the hm of of Mh L JUAN GARCIA May 7,2003 PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) -10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (8) -10d COMMON WIRE NAILS. (4) - 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Roof Minimum Stud Size Species and Grade rMaximum Stud Spacing Without Brace 10 L-Smce 2x4 L -Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Stud Length 2x4 SPF smisa,d 12" O.C. 5-1-15 8-1-13 1 8-8-7 1 10-3-13 15.5-12 2x4 sPF Stastud I 18" O.C. 1 4-8-4 5-3-15 17-8-7 1 9-4-8 14-0-12 2x4 SPF St mwd 124, O.C. 1 4-1-2 4-4-3 1 8-1-13 1 8-2-5 12-3-7 1'-3" Max. Diagonal braces over 9-3• require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-8' require 2x4 I -braces Diag. Brace attached to both edges. Fasten T and I braces to narrow edge at 1/3 poin of web with 10d common Wire nails Bin o.c., with 31n minimum if needed end distance. Brace must cover 90% of diagonal length. MAXIMUM WIND SPEED - 90 MPH End Wall MAX MEAN ROOF HEIGHT a 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-M STUD DESIGN IS BASED ON COMPONENTS AND CLADDIN DURATION OF LOAD INCREASE :1.80 CONNECTION OF BRACING IS BASED ON MWFRS. 0 t#larnhp - v fr dooBa Mme d MUD WM ON TM AM INCLUDED WMK ItaI11111NGN PAM tial -7473 INUU a USE ppie�pnn wdtl for uaa"wlh b8rok oaouatum Thb dedpn b beW ony Wan pammwbn si+own. OW b IN an kWkkkkW h"V amrgaunt to bs hmtaBW and IoadW veftl . ApprasbMy of pMa n� wd Propw paabn of oompaant b of bu➢dinp dP*Ww- not Wu de fww. Mahe eimwa b tar labral eupW of trdNldual�wab membwe ony. Ad&JMW Wnpaaary� br- to Mma ala dodo➢ aonsWetl� b tlu mpavOflHy al tis oodw. Addi WW Pwwmm4 baohg Old" 6wa18 2wcW e b Bumy of ft kill" dealgnw. For general repeWnp bmwa n. "ft =W. awsm ddbmy, and m aW btabip omm m QST QuoSWidwd. Dt488 BMnn Spaellinum, and H&9i HwAkq kw%WA9 aW areahg RammnffKWffion Moble bmn Tim Pbb but hde, 583 D'Orairb Dd". M Ibm. WI 53710 + Iw @ 24" ox. iLAA DGONAL BRACE SPACED 48.O.C. ACHED TO VERTICAL WITH (4) -18d ' COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH (5) -10d COMMONS. HORIZONTAL BRACE (SEE SECTION MA) JANUARY 21, 2000 L � Jaa 0 oto 0 00 a L -BRACE DETAIL I ST - L -BRACE Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" o.c. 2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L -Brace (On .Two-Plys Nail to Both Plies) WEB Nails Section Detail --e L -Brace Web SPACING MITek Industries, Inc. Chesterfield, MO. Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss -•- DIRECT SUBSTITUTION NOT APLICABLE. L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size Specified Continuous Rows of Lateral Bracing 2 Web Size 1 2 2x3 or 2x4 1x4 •" 2x6 1x6 "• 2x8 2x8 •• -•- DIRECT SUBSTITUTION NOT APLICABLE. L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 ce 2x4 2x4 ••• 2x6 2x6 •" 2x8 2x8 --- DIRECT SUBSTITUTION NOT APLICABLE. APR 0 F:a �r era: taws AwAlumm - verw a atan ya aa»Sem and Preen Iroixs ori rm Am aavaaais am Bai ow VIML !mmmi e Deslpn vaN for use only with Wek connectors. Thk dedpn 1, based only upon paamsten drown, and Y tot an hdiMual buSdhq component to be � InMe d and boded vortbaW. ApplaaWpy of de ign parometoa and proper hcapotatlon of component b responsbSSy of buSdit deslpnor - not truss designer. Brachy dawn b for lotoral support of hdiMual web members only. Additional temporary brachq to triaue slab95y duthp condtuctbn Y ria responsbnty of the eroatot. AddHbnal pwrncn*nt brachy of the ovoral struaiwe Is the tesporoblAly of the bukWg designer. For general Quldar— regadIng labrbatbn, quality o0nho6 statOe, d6bory, erection and braotrp, consult CST -W Quality Rarmlard, DlM89 11mobw Speotlleatie n, and IIIMOI M iTek® NarWUeq hslarsrtp and Bwaft ReoetnmerWaflon avok ble hom True Plato hs M*.383 D'onohWDOW*,Dl, Madison, W163719. NOV 13, 2001 WEB BRACING RECOMMENDATIONS ST-WEBBRACE * -CONTROLLED BY CONNECTION Mitek Industries, Inc. TYPE BRACING MATERIALS 1. JFBRACING Is REanReD TOTRANSFER IM CUMULATIVE ATIVE LATERAL GRACE FORM Kra TM ROOF AN" CEILM m4NVA AIM DMPiRAG 1 IS To BE DESIGNED BY A dimm D 1 X 4 IND. 45 SYP PROFESSIONAL. 2. THESE CALCULATIONS BASED ON LATERAL GRACE CARRYING 2% OF THE VMEB FORCE. A • MAXIMUM WEB FORCE (lbs.) 1 X 4.iT2 SRB (DF, HF, SPF) x4mcr= ZVO.C. 48°O.C. 72" O.C. BAY SIZE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 10'-0" 3680 ' 460 ' 4800 ' NOD ' 1344 4600 " 4600 " 6900 " 4034 6382 17-0" 3154 ' 3942 " 3942 " 5914 ' 1344 3942 * 3942 ' 5914 " 3942 ' 5914 " 144r 2760 " 3450 " 3450 6175 ' 1344 3450 ' 3450 " 5175 ' 3450 " 5175 " 19-0' 2453 3086 " 3066 " 4600 " 1344 3088 " 3066 ' 4600 ' 3066 " 46W ' 1r4r 2208 ' 2760 " 2760 ' 4140 ' 1344 2760 ' 2760 " 4140 " 2760 " 4140 " 2(r4r 2007 " 2509 " 2509 " 3763 " 1344 2509 " 2509 " 3763 ' 2509 * 3763 Or * -CONTROLLED BY CONNECTION NOTE FORA SPACING OF 24" 06C ONLY. MTEt STABLER TRUSS BRACING SYSTEM CAN 8E illG=TRUTED FOR TYPE A C ADD D BRACING MATERIAL CROSS BRACING FOR 9rABL®tG ARE TO BG PROVIDED AT BAY SM INDICATED ABOm vmm ormAGN BRACING 5 REQUIRED AT PTCN MW&% . STABLIZIM MAYNE R12P ACED WITH WOOD SLOOMO. SEE BTABLRER Tlnlse oK4cwo *WALLATWN GLINAN9 PRCWXr=CCFiCATGlL LATERAL BRACING MATERIAL 16d NAILS NOTES 4 b 6) Horizontal MATERIAL (One br of X-brBcinr at tow, deshed for dmwirlp may. This ler WB require hmUontal bbCWnr DNA to the top and bolfom chord eo 4 edaches to the bmw plane.) t1.••, r4 s plan. spec)- a'iu;I rr_aared by me Or I!i::c:'r r:' Nt : ;•ac; vision and tin^i 1 a... 7 Ii;.i.d. Pro- fessiopTl i :;:I !-L r the lags at the $ialc of STEPHEN W.):ABLER APR 0 8 212 DATE REG. N0. 16383 AWAmm - vm* des ip, pan meeem and Raw mores ox rats AND mmiiisa alma carom user. Design valld for use a* with MRek Connectors. This design k' a , only upon parametea shown, and IS for an Individual building aomparont to be insloled and boder! vrrAbaly App-,, bMy of detan parameters and proper hmporatbn of Component Is responsIbmly of buWkp designer - not bm designee. Bracing shown Y fa lateral support of Individual web members only. AddQbnal temporary braakng b Insure dablly during condrudbn Is the responsb®ty at Me erecta. Additional permanent bracing of the overall structure Y the respOrMbWV of the building designee. For general guldonae negording tabrbatbn, qualty conho6 storage. delvery, aeotbn and btocft consul QU-N Quality Nandaid, 0II1-I9 ImokV Speolflootbr%, and NO -91 HandW4 Irdaill" and Imoing Reaunmenddlon avalable from Truss Plate hdIpArs 6m o'onofrb Delve. Modhon. WI 53710. memomme ml MITek• GENERAL NOTES TYPE BRACING MATERIALS 1. JFBRACING Is REanReD TOTRANSFER IM CUMULATIVE ATIVE LATERAL GRACE FORM Kra TM ROOF AN" CEILM m4NVA AIM DMPiRAG 1 IS To BE DESIGNED BY A dimm D 1 X 4 IND. 45 SYP PROFESSIONAL. 2. THESE CALCULATIONS BASED ON LATERAL GRACE CARRYING 2% OF THE VMEB FORCE. A -0R_ 3. X BRAINS MATERIAL MUST BE SAME SIZE ADD GRADE OR BETTER As THE LITERAL BRACE RWERSECSWEBKamm 1 X 4.iT2 SRB (DF, HF, SPF) MATERML.AND E LL BE INSTALLED IN SUCH AMANdERTMT AT APPROX 45 DEGREES NO 04ALL 09 NAI TRUSS WITH 2.18d COMMON NAILS (S48d NALS AT EACH END MAEACH TE 2XGMATERML) {. CONNECT LATERAL BRACE TO EACH TRUSS W WW TM 16d COMMON VM NM.&(RLREE 1Sd NAILS FOR 2M LATERAL BRACES) B 2 X 3 /3. STD. CONST (SPF. OF. HF. OR SVP) S. LATERAL BRACE SHOULD BE CONTNIJOUSAND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONnNUI Y. 0. FOR ADDITIONAL GUIDANCE REGARDED DESIGN ADD INSTALLATION OF BRACING. CONSULT C 2 X 4 fA, STD. CONST (SPF. HF, OR SVP) 9 OSS40 TEMPORARY BRACING OF METAL PLATE CONNECTED VWO0 TRUSSES AND H&1 HANDLING INSTALLING AID BRACING FOR RECOAM@DAM ONS FROM TRUSS PLATE INSMUM 583 D•ODDFRIO DRVE. MADISON. WI.53719. 7. SEE SEPENMTE TRUSS ENGINEERING Fort DESIGN OF WEB MHABER. D 2 X S 03 OR BETTER (SPF, DF, HF. OR SYP) a TM ted PMXSPECIweN SHOULD BE 3.5• LONG AND 0.16T IN URMIETER, IN ACCORDANCE WITH Nos W. NOTE FORA SPACING OF 24" 06C ONLY. MTEt STABLER TRUSS BRACING SYSTEM CAN 8E illG=TRUTED FOR TYPE A C ADD D BRACING MATERIAL CROSS BRACING FOR 9rABL®tG ARE TO BG PROVIDED AT BAY SM INDICATED ABOm vmm ormAGN BRACING 5 REQUIRED AT PTCN MW&% . STABLIZIM MAYNE R12P ACED WITH WOOD SLOOMO. SEE BTABLRER Tlnlse oK4cwo *WALLATWN GLINAN9 PRCWXr=CCFiCATGlL LATERAL BRACING MATERIAL 16d NAILS NOTES 4 b 6) Horizontal MATERIAL (One br of X-brBcinr at tow, deshed for dmwirlp may. This ler WB require hmUontal bbCWnr DNA to the top and bolfom chord eo 4 edaches to the bmw plane.) t1.••, r4 s plan. spec)- a'iu;I rr_aared by me Or I!i::c:'r r:' Nt : ;•ac; vision and tin^i 1 a... 7 Ii;.i.d. Pro- fessiopTl i :;:I !-L r the lags at the $ialc of STEPHEN W.):ABLER APR 0 8 212 DATE REG. N0. 16383 AWAmm - vm* des ip, pan meeem and Raw mores ox rats AND mmiiisa alma carom user. Design valld for use a* with MRek Connectors. This design k' a , only upon parametea shown, and IS for an Individual building aomparont to be insloled and boder! vrrAbaly App-,, bMy of detan parameters and proper hmporatbn of Component Is responsIbmly of buWkp designer - not bm designee. Bracing shown Y fa lateral support of Individual web members only. AddQbnal temporary braakng b Insure dablly during condrudbn Is the responsb®ty at Me erecta. Additional permanent bracing of the overall structure Y the respOrMbWV of the building designee. For general guldonae negording tabrbatbn, qualty conho6 storage. delvery, aeotbn and btocft consul QU-N Quality Nandaid, 0II1-I9 ImokV Speolflootbr%, and NO -91 HandW4 Irdaill" and Imoing Reaunmenddlon avalable from Truss Plate hdIpArs 6m o'onofrb Delve. Modhon. WI 53710. memomme ml MITek• Job Truss Truss Type City PlyGeorge Burkatrand 040870/2 AIG ROOF TRUSS 1 1 Job Reference (optional) P&M Truss,lnc., Isanti, MN 55040 5200 s Sep 30 2003 MITek Industries, Inc. Mon Aug 091326:39 2004 Page 1 -0r39 8-7-4 20-4-12 29-0-0 29r3-0 0-3-0 8-7-4 11-9-8 8-7-4 0-3-0 scale =1:49. 3x4 9-19 3x4 = 9 10 11 12 13 14 16 16 17 18 19 8 20 8.00,-12 7 21 6 22 1-9 VA2 1 41 1 1 1 1&!17 1 1 1144 19-27 58j3 Z -n 23 7 2 -12 4 1 24 46 3 7 2 26 J207, 1- I� _ o 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 3x7 3x7 \1 5x6 = 29-M 29-M Plate Offsets KY): [2:0-3-8.0-1-81,19:0-2-0,0-0-121,119:0-2-0.0-0-121, [26:0-3-8,0-1-8 [38:0-2-8,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in Doc) Well Ud PLATES GRIP TCLL 38.5 Plates Increase1,15 TC 0.06 Vert(LL) n/a - n/a 999 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) 0.00 1 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(TL) 0.00 26 We n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight: 144 lb LUMBER BRACING TOP CHORD 2 X 4 SPF Not TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF Not 2-0-0 oc purlins (6-0-0 max.): 9-19. OTHERS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 SPF Stud, Right: 2 X 4 SPF Stud REACTIONS (lb/size) 2=10029-0-0, 26=100!29-0-0, 38=156/29.0-0, 39=156/29-0-0, 40=15629-0-0, 41=156/29-0-0, 42=146/29-0-0, 43=149/29-0-0, 44=15729-0-0, 45=156/29-0-0, 46=156/29-0-0, 47=155294)-0, 48=154/29-0-0, 37=15629-0-0, 36=156/29-0-0, 35=15629-0-0, 34=14629-0-0, 33=149/29-0-0, 32=157/29-0-0, 31=156/29-0-0,30=156129-0-0, 29=155/29-0-0, 28=15429-0-0 Max Horz2=141(load case 6) Max Upltft2=-54(load case 5), 26-7(load case 6), 38-16(load case 6), 39-16(load case 6), 40-18(load case 5), 41-19(load case 5), 42-11(load case 6), 43=-6Qoad case 6), 44=31 Coad case 7), 45=-28(load case 7), 46=-27(load case 7), 47=-27(load case 7), 48=-53(load case 7), 37-16(load case 5), 36-17(load case 5), 35=-180oad case 6), 34=20oad case 6), 32=-32(load case 8), 31-28(load case 8), 30-27(load case 8), 29-27(load case 8), 28=-46(lood case 8) Max Grav 2= 1 30(load case 2), 26=130(load case 3), 38=207(load case 2), 39=207(load case 2), 40=209(load case 3), 41=2130oad case 3), 42=1970oad case 2), 43=1990cad case 2), 44=209(load case 2), 45=207(load case 2), 46=208(load case 2), 47=2060oad case 2), 48=2060oad case 2), 37=2070oad case 3), 36=209(load case 2), 35=2130oad case 2), 34=197(load case 3), 33=199(load case 3), 32=209(lood case 3), 31=207(load case 3), 30=208(load case 3), 29=2060oad case 3), 28=20600ad case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=14/0, 2-3-145/101, 3-4-109/88, 4-5=-86/85, 5.6=-80/82, 6-7=-80/82, 7.8=-81/102, 8-9=76/101, 9-10=25/98, 10-11=25/98, 11-12-25/98,12-13--25/98,13-14=25M. 14-15=25/98, 15-16=2-%8, 16-17-25/98, 17-18-25/98, 18-19=25/98, 19-20-76/99, 20-21=-81/87, 21-22=-80/52, 22-23=-80/30, 23-24=-80/25, 24-25=-8028, 25-26=100/34, 26.27=14/0 BOT CHORD 2-08-24/85, 47-48=24/85, 46-47=24/85, 45.46=24/85, 44-45=24/85, 43-44=24/85, 42-43=24/85, 41.42=24/85, 40-41=24/85, 3940=-24/85, 38-39=24/85, 37-38=-24/85, 36-37-24/85, 35.36=24/85, 34-35-24/85, 33-34=24/85, 32-33=24/85, 31-32=24/85, 30-31=-24/85, 2930=24/85, 28.29-24/85, 26-28=24/85 WEBS 14-38-181/32, 13.39=181/32, 12-40-182/34, 11-01-187/35, 10-42-170/27, 8-43=-17322, 7-44=182/47, 6-45-181/44, 5.46=180/43, 4.47=-182/45, 3.48=169/62, 15.37-181/32, 16-36-182/33, 17-35=-187/34, 18-34-170/18, 20-33=173/10, 21-32-182/46, 22-31-181/44, 23-30-180/43, 24-29-182/44, 25-28-169/57 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category Il; Exp B: enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITek "Standard Gable End Detair 3) TCLL: ASCE 7-98; Pg= 50.0 psf (ground snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for 2.00 times flat roof load of 38.5 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 8) All plates are 1x4 M1120 unless otherwise indicated. 9) Gable requires continuous bottom chord bearing. 10) Gable studs spaced at 1-4-0 oc. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 Ib uplift at joint 2, 7 l uplift at joint 26, 16 lb uplift at joint 38, 16 Ib uplift at joint 39, 18 Ib uplift at Joint 40, 19 Ib uplift at joint 41, 11 Ib uplift at joint 42, 6 l uplift at joint 43, 31 Ib uplift at joint 44, 28 Ib uplift at joint 45, 27 Ib uplift at joint 46, 27 Ib uplift at joint 47, 53 Ib uplift at joint 48, 16 Ib uplift at joint 37, 17 Ib uplift at joint 36, 18 Ib uplift at joint 35, 2 Ib uplift at joint 34, 32 Ib uplift at joint 32, 28 Ib uplift at joint 31, 27 Ib uplift at joint 30, 27 ib uplift at joint 29 and 46 Ib uplift at joint 28. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASES) Standard Job Truss Truss Type oty Ply George Burkstrand 04087OR A2 ATTIC 1 1 Job Reference (optional) P&M Truss,lnc.. Isanti, MN 55040 5200 a Sep 30 2003 MITek Industries, Inc. Mon Aug 09 13:26.42 2004 Page 1 10-6-0 20-10-12 -0 3-10-10 8-1-4 9-7-10 1 12-6-1414-6-0 16-5-2 18-6-0 9-4 25-1-6 29-M 29 -0 _ _ SRdkd tag. 0-3-0 3-10-10 4-2-10 1-6-6 0-10-6 2-0-14 1-11-2 1-11-2 2-0-14 0-10-6 1-0-6 4-2-10 3-10-10 --0 6x6 = 3x4 = RAI I I 3x4 = 6x8 — 3x8 = ®-20 6-20 6 6-19 7719 8.19 8 8-21 9-91 3x6 —_ 410 2x6 II 4 10 2x6 II 1 2-63 12 4x4 11 4x8 = 4x4 11 8x8 i 8x8 8.00 12 2 1 ap 1 - 5 12 n 1- 1B -17 12-1 1 - 4 -13- 1312-6.0 12-6-0 13 4x8 18 17 16 15 14 4x8 Q 2x6 II 7x8 = 7x8 = 7x8 = 2x6 II 3-10-10 8-1-4 20-10-12 25-1-6 29-M 3-10-10 4-2-10 12-9-8 4-2-10 3-10-10 Plate Offsets [1:0-2-9,0-2-01, 2:04-0,04-8 [3:0-4-11,0-0-41, [5:0-",0-2-131, 0-2-13 [9:0-4-0,0-2-13], 11:0.4-11,040 4 12:0-4 0 0-4-8 13:0-2-90-2-0 [15:0-3-8,0-5-01, 17:0-3-80-5-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.42 Vert(LL) -0.33 15-17 >999 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.42 15-17 >828 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.05 13 n/a Na BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight: 221 lb LUMBER BRACING TOP CHORD 2 X 6 SPF Not 'Except* TOP CHORD Sheathed or 3-5-9 oc purlins, except 2-5 2 X 8 SYP 240OF 2.OE, 9.12 2 X 8 SYP 240OF 2.0E 240-0 oc purlins (6-0-0 max.): 5-9. BOT CHORD 2 X 8 SYP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. WEBS 2 X 4 SPF Stud `Except' WEBS 1 Row at midpt 4-19,10-19 4-10 2 X 4 SPF Not JOINTS 1 Brace at Jt(s): 19 REACTIONS (lb/slze) 1=2308/0-3-8,13--230810-3-8 Max Hort 1=-1300oad case 5) Max Grav1=2645(lood case 2).13=2645(load case 3) jFORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4176/0.2-3--3791/0, 3-4=2835/0, 4-5=1150/145, 9-10=1150/145, 10-11=2835/0, 11-12=3791/0, 12-13=-4176/0, 5-6=918/206, 6-7=-1317/150,7-8--1317/150,8-9=-918/205 BOT CHORD 1-18=0/3385, 17-18=0/3398, 16-17=0/2861, 16-16=0/2861, 14-15=0/3398, 13-14=0/3385 WEBS 4-20=-3044/0, 19-20=-1934/0, 19-21=-1934/0, 10-21=-3044/0, 3-17=0/1164, 11-15=0/1164,2-18=-W/53,12-14=-634/53,2-17=-646/470, 7-19=321113.12-15=-646/470, 5-20=0/879, 9-21=0/879, 6.20=1180/89, 6-19=-192/303, 8-19=192/303, 8-21=-1180/89 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pg= 50.0 psf (ground snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 6) Ceiling dead load (5.0 psf) on member(s). 3-4,10-11.4-20,19-20,19-21,10-21; Wall dead load (5.Opsf) on member(s).3.17, 11-15 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 15.17 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard I Job Truss Truss Type Qty Ply George Burkstrand 04087OR A3 ATTIC 1 1 Job Reference (optional) P&M Truss,lnc., Isanti, MN 55040 5.200 s Sep 30 2003 MiTek Industries, Inc. Mon Aug 091326:44 2004 Page 1 -0T3-0 3-10-10 8-1-4 11-7-10 12-6-0 14-6-0 i 16-6-0 17-4-6 20-10-12 25-1-6 29-0-0 29r$-0 0-3-0 3-10-10 4-2-10 3-6-0 0-10-6 2-M 2-M 0-10-6 3-6-0 4-2-10 3-10-10 0-3-0 Scale -1.49. 6x8 = 5-7 6x8 = 4x7 -2x4 11 18 5-17 13 17 7-17 7-79 - 4x7 4 8 1x4 II 1x4 II 2)N 1 48 = 79M 11 3 9 8x8 8X8 \� 8.00 12 2 1 n 1 10 1- 1 \ _15 10-1 1 2 11 12.8.0 1 11 ELI 11-14 0 4x8 = 16 15 14 13 12 4x8 = 2x8 II 7x8 = 7x8 = 7x8 = 2x6 II 3-10-10 8-1-4 20-10-12 25-1-6 29-0-0 3-10-10 4-2-10 12-9-8 4-2-10 3-10-10 Plate Offsets (X,Y): [1:0-3-12,0-2-0], [2:0-4-0,0-4-8], [3:0-4-11,0-0-4], [4:0-3-8,0-1-12], [5:0-5-4,0-3-0], [7:0-5-4,0-3-0), [8:0-3-8,0-1-12], [9:0.4-11,0-0-4], [10:0-4-0,04-8), [11:0-3-12,0-2-0], [13:0-3-6,0-5-0), (15:0-3-8,0-5-01 LOADING (psf) SPACING 2-M CSI DEFL in (loc) Vdefl Ud PLATES GWP TCLL 38.5 Plates Increase 1.15 TC 0.73 Vert(LL) -0.50 13-15 >689 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.61Vert(TL) -0.65 13-15 >534 180 BCLL 0.0 Rep Stress [nor YES WB 0.91 Horz(TL) 0.04 11 n/a n1a BCDL 10.0 Code IBC20001ANSI95 (Matrix) Weight: 219 lb MBER BRACING FP CHORD 2 X 6 SPF Not 'Except* TOP CHORD Sheathed or 3-3-8 oc purlins, except 2-5 2 X 8 SYP 2400F 2.OE, 7-10 2 X 8 SYP 2400F 2.0E 2-M oc purlins (10-0-0 max.): 5-7. BOT CHORD 2 X 8 SYP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. WEBS 2 X 4 SPF Stud *Except* JOINTS 1 Brace at Jt(s):17 4-8 2 X 4 SPF No.2 REACTIONS Qb/size) 1=2308/0-3-8, 11=2308/0-3.8 Max Horz1=154(load case 6) Max Grav 1 =2554(load case 2), 11=2554(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4071/0, 23=-3474/0, 3-4=-2504/0, 4-5=0/649, 7-8=0/649, 8-9=-2504/0, 9.10=-3474/0, 10-11=-4071/0, 5.6=0/1358, 6.7=0/1358 BOT CHORD 1-16=0/3321, 15-16=0/3328, 14-15=0/2552, 13-14=0/2552, 12-13=0/3328, 11-12=0/3321 i WEBS 4-18=3837/0, 17-18=-3726/0, 17-19=3726/0, 8-19=-3837/0, 3-15=0/1320, 9-13=0/1320, 2-16=-685/59, 10-12=-685/59.2-15=-1046/179, 6-17/81. 10-13=1046/179, 5-18=0/520.7-19=0/520, 5-17=-5011228, 7-17=501/228 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS Interior zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pg= 50.0 psf (ground snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 8-9,4-18,17-18,17-19, 8-19; Wall dead load (5.0psf) on member(s).3-15, 9-13 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 13-15 8) Design assumes 42 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard JOB Truss Truss Type Qty Ply George Burkstrand 040870R A4 ATTIC 9 1 Job Reference o ttonal P&M Truss,lnc., Isanti, MN 55040 5.200 s Sep 30 2003 MiTek Industries, Inc. Mon Aug 0913:26:46 2004 Page 1 -0T3-0 3-10-10 8-1-4 11-7-10 14-6-0 174-6 20-10-12 25-1-6 29-0-0 29r3-0 0-3-0 3-10-10 4-2-10 3-6-6 2-10-6 2-10-6 3-6-6 4-2-10 3-10-10 0-3-0 Scale = 1:63. 6x8 = 6 3x6 = 3x8 = 4 1 6 2-8 5-8 2x8 11 1x4 11 2x8 11 3 7 Bx8 O 8x8 8.00 F12 1 11 8 2 1- 1 13 81 1 g 1 12-6-0 9 la v 48 = 14 13 12 11 10 4x8 = 2x6 11 7x8 = 7x8 = 7x8 = 2x8 11 3-10-10 8-1-4 20-10-12 25-1-6 29-0-0 3-10-10 4-2-10 12-9-8 4-2-10 3-10-10 Plate Offsets [1:0-3-12.0-2-01, 2:04-0,0-4-8 [3:0-4-11.0-0-41, :0-4-11 0-0-4 , [8:04-0,0-4-81, [9:0-3-12,0-2-01, [11:0-3-8.0-541, [13:0-3-8,0-541 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.73 Vert(LL) -0.51 11-13 >673 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.66 11-13 >524 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code IBC2000/ANS195 (Matrix) Weight: 223 lb LUMBER BRACING TOP CHORD 2 X 8 SYP 2400F 2.0E 'Except` TOP CHORD Sheathed or 3.4-7 oc purlins. 1-2 2 X 6 SPF Not, 8-9 2 X 6 SPF Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 8 SYP 2400F 2.0E WEBS 1 Row at midpt 4-15,6-15 WEBS 2 X 4 SPF Stud JOINTS 1 Brace at Jt(s): 15 REACTIONS (Ib/size) 1=2308/0-3.8, 9=2308/0-3.8 Max Horz 1=178(load case 6) Max Grav1=2446poad case 2), 9=24460oad case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=3895/0, 2-3=3470/0, 3-4=-2498/0, 4-5=0/671, 5-6=0/671, 6-7=-2498/0, 7-8=-3470/0, 8-9=-3895/0 BOT CHORD 1.14=0/3176, 13-14=0/3182, 12-13=0/2544, 11-12=0/2544, 10-11=0/3182, 9-10=0/3176 WEBS 4.15=3287/0, 6-15=3287/0, 3-13=0/1324, 7-11=0/1324, 2-14=-701/59, 8-10=-701/61, 2-13=-1087/175, 5-15=0/288, 8-11=-1087/175 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category Il; Exp B; enclosed; MWFRS Interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pg= 50.0 psi (ground snow); Category II; Exp B: Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Ceiling dead load (5.0 psi) on member(s). 3-4, 6-7, 4-15, 6-15; Wall dead load (5.Opsi) on member(s).3-13, 7-11 6) Bottom chord live load (40.0 psi) and additional bottom chord dead load (0.0 psi) applied only to room. 11-13 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply George Burkstrand 040870R A4GR ATTIC 1 2 Job Reference (optional) P&M Truss,Inc., Isanti, MN 55040 5.200 s Sep 30 2003 MiTek Industries, Inc. Mon Aug 091326:48 2004 Page 1 -073-0 3-10-10 8-1-4 11-7-10 14-6-0 17-4-6 20-10-12 25-1-6 29-M 29r3-0 0-3-0 3-10-10 4-2-10 3-6-6 2-10-6 2-10-6 3-6-6 4-2-10 3-10-10 0-3-0 Scale =1:53. 6x8 = b 3x6 = 3x8 = 4 6 2-5 5-8 3x7 II 1x4 II 3x7 II 3 7 8x8 sq 8x8 4 8.00 12 13 11 8 2 1- -13 8-1 1 9 1 12-6-0 a 9 v I 400 = 14 13 12 11 10 4x10 = 2x6 7x8 = 7x8 = 7x8 = 2x6 I I 3-10-10 8-1-4 20-10-12 25-1-6 29-0-0 , 3-10-10 4-2-10 12-9-8 4-2-10 3-10-10 Plate Offsets 2:0-4 0 0-4 8 [3:0-5-15,04)-81, :0-5-15 0-0-8 8:0.4.0 0.4 8 , 111:0-3-8,0-5-41, 13:0-3-8 0-6.4 LOADING (psf) SPACING 348-0 CSI DEFL in Ooc) Vdefi L/d PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.95 Vert(LL) -0.53 11-13 >656 240 MII20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.68 11-13 >506 180 BCLL 0.0 Rep Stress Incr NO WB 0.89 Horz(TL) 0.05 9 n/a We BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight: 446 lb LUMBER BRACING TOP CHORD 2 X 8 SYP 2400F 2.0E `Except' TOP CHORD 2-0-0 oc purlins (4-7-3 max.) 1-2 2 X 6 SPF No.2, 8-9 2 X 6 SPF No.2 (Switched from sheeted: Spacing > 2-0-0). BOT CHORD 2 X 8 SYP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-M cc bracing. WEBS 2 X 4 SPF Stud JOINTS 1 Brace at Jt(s): 5, 15 REACTIONS cab/size) 1=531310-3-8,9=531310-3-8 Max Horz 1=312(load case 6) Max Gravl=5974(load case 2), 9=5974(load case 3) FORCES (1b) - Maximum Compression/Maximum Tension TOP CHORD 1-2=9170/0, 2-3=7129/0, 3-4=501610, 4-5=0/1644, 5-6=0/1644, 6-7=5016/0, 7-8=7 1 2910, 8-9=9170/0 BOT CHORD 1-14=0/7529, 13-14=0!7491, 12-13=015227, 11-12=0/5227, 10-11=0/7491, 9-10=0/7529 WEBS 4-15=-6984/0, 6-15=-6984/0, 3-13=0/3298, 7-11=0/3298, 2-14=-4251686, 8-10=-425/686,2-13-2970/109,5-15=0/598,8-11-2970/111 NOTES 1) 2 -ply truss to be connected together with 0.131'x3° Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 cc, 2 X 8 - 2 rows at 0-9-0 cc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-9-0 cc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=2511; TCDL=6.Opsf; BCDL=6.Opsf; Category ll; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed; end vertical left and right exposed; Lumbar DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-98; Pg= 50.0 psf (ground snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 6) Ceiling dead load (5.0 psf) on member(s). 3.4, 6-7, 4-15, 6-15; Wall dead load (S.Opsf) on member(s).3-13, 7-11 7) Bottom chord live load (40.0 psf) and additional bottom chard dead load (0.0 psf) applied only to room. 11-13 8) Load case(s) 4, 9, 10 hasthave been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf l Vert: 1-13-195(F=160), 11-13-175, 0—I1 -195(F=-160),1-3=-170, 3-4=187, 4-5-170, 5-6-170, 6-7=187, 7-9=-170,4-6=17 Horz: 3.13=0, 7-11=-0 Drag: 3.13=-17, 7-11=-17 4) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plq Veil: 1-13=-125(F-55), 11-13-35, 9-11=125(F-55), 1-3=35, 3-4=-52,4-5-35, 5.6-35, 6.7-52, 7-9=35, 4-8=-17 Horz: 3-13=0, 7-11=-0 Drag: 3-13=-17, 7-11=-17 9) IBC Snow on Overhangs: Lumber Increase=0.90, Plate Increase=0.90 Uniform Loads (plf) Vert: 1-13=-90(F=-55),11-13=35, 9-11=-90(F=-55),1-5=-35, 5-9=-35 10) Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Continued on pace 2 Job Truss Tnrss Type Qty 7rge Burksfrand 040870R A4GR JATTIC 1Reference o tonal P&M Truss,lnc., Isenti, MN 55040 5200 s Sep 30 2003 MiTek Industries, Inc. Mon Aug 091326:48 2004 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-13=90(F=55), 11.13=-175, 9-11=90(F=-55), 1-3=-35, 3-4=-52, 4-5=-35, 5.6=-35, 6-7=52, 7-9=-35, 4-6=-17 Harz: 3-13=0, 7-11=-0 Drag:3-13=-17, 7-11=-17 Job Truss Truss Type City, Piy George Burksband 040870R BIG ROOFTRUSS 1 1 Job Reference (optional) P&M Truss,lnc., Isanti, MN 55040 5.200 a Sep 30 2003 MITek Industries, Inc. Mon Aug 091326:50 2004 Page 1 -0-3r0 4-10-4 12-7-12 17-6-0 17,-9-0 0-3-0 4-10-4 7-9-8 4-10-4 0-3-0 Scale =1:29. 5x5 = 1x4 11 1x4 II II 1x4 II 1x4 II 6x6 = 6 6 7 8 9 10 11 1x4 h Li 0 0 0 0 Lj1x4, II 8.00 12 12 4 1x4 II 15 2 2 2 1 9 1- 2 146 I4 3x7 1x4 11 1x4 II 1x4 II 1x4 II 1x4 II 1x4 II 5x5 = 1x4 II 1x4 II 1x4 II 1x4 11 3x7 17-6-0 17-6-0 Plate Offsets X 2:0-3.8,0-1-8 , 5:0-2-8 0-1-71 11:0-2-8 0-1-13 14:0-3-8,0-1-8 , 20:0-2-8 0-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TC LL 38.5 Plates Increase 1.15 TC 0.11 Vert(LL) n/a - n1a 999 MI120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) 0.00 1 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code IBC20001ANS195 (Matrix) Weight: 69 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 2-0-0 oc purlins (6-0-0 max.): 5-11. OTHERS 2 X 3 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEDGE Left: 2 X 4 SPF Stud, Right: 2 X 4 SPF Stud REACTIONS (Ib/size) 2=143/17-6-0, 14=145/17-6-0, 21=155/17-6-0, 22=158/17-6-0, 23=147/17-6-0, 24=149/17.6-0, 25=133/17-6-0, 26=241/17-6-0, 20=157/17-6-0, 19=148117-6-0, 18=147/17-6-0, 17=133/17-6-0, 16=241/17.6.0 Max Horz2=82(load case 6) Max Uplift2=-12(load case 5), 21-17(load case 6), 22-18(load case 5), 23-15(load case 6), 24-9(load case 6), 25=-22(load case 7), 26-53(load case 7), 20-17(load case 5), 19-16(load case 6), 17-21 (load case 8), 16-51 Qoad case 8) Max Grav2= I 85(load case 2), 14=1890oad case 3), 21=206(Icad case 2), 22=211(load case 3), 23=202(load case 3), 24=202(load case 2), 25=179(load case 2), 26=321(loed case 2), 20=211(load case 2), 19=203(load case 2), 18=199(load case 3), 17=178(load case 3), 16=320(load case 3) FORCES cab) - Maximum Compression/Maximum Tension TOP CHORD 1-2=1410,2-3--110/65,3-4=-84/49,4-5-78/64, "-26158,6-7-25158,7-8--25/58,8-9--25/58, 9-10=30/68,10-11-31/58,11-12=4056, 12-13--90/27,13-14--115/59,14-16--1410 BOT CHORD 2.26=14/46, 25-26-14/46, 24-25-14/46, 23-24=-15/47, 22-23-16/47, 21-22=-15/47, 20-21=-15/47, 19-20-16/46, 18-19=16/46, 17-18--16/46,16-17-16t46,14-16=16/46 WEBS B-21-181/32, 7-22-184/34, 6-23=-175/31, 5-24=-171/25, 4-25-169/39,3-26-252/68, 9-20-184/34,10-19-175/32,11-18-168/9, 12-17-168/38.13-16=-252/66 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opst BCDL=6.Opsf; Category ll; Exp B; enclosed: MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITek'Standard Gable End Detail' 3) TCLL: ASCE 7-98; Pg= 50.0 psf (ground snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for 2.00 times flat roof load of 38.5 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib uplift atjoint 2, 17 lb uplift at joint 21, 18 Ib uplift at joint 22 , 16 lb uplift atjoint 23, 9l uplift at joint 24, 22 Ib uplift at joint 25, 53 lb uplift at joint 26, 17 Ib uplift at joint 20, 16 lb uplift at joint 19, 21 Ib uplift at joint 17 and 51 Ib uplift at joint 16. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Job T— Truss Type Oty, Ply George Burkstrand 040870R B2 PIGGYBACK ATTIC 1 1 Job Reference (optional) P&M Truss,Inc., Isanti, MN 55040 5200 s Sep 30 2003 MiTek Industries, Inc. Mon Aug 091326:52 2004 Page 1 -9-O 4-7-4 6-9-0 8-9-0 10-9-0 12-10-12 17-6-0 17,-9;-0 0-3-0 4-7-4 2-1-12 2-M 2-M 2-1-12 4-7-4 0-3-0 Scale =1:29. 5x5 = = 5x5= 2x8 = g 44-13 5-13 5 5.14 8 14 2x6 = 7 3 1 2x4 II 2x4 II 8.0012 2 4x4 II 4x411 8 1-4 6.9 4 1,411 8-0-0 9 1 F G-11 l� 5x7 G 12 11 10 2x4 11 5x6 = 2x4 11 6x7 4-7-4 12-10-12 17-6-0 4-7-4 8-3-8 4-7-4 Plate Offsets 11:0-3-8,0-2-81, [4:0-2-8,0-1-14], 6:0-2-8 0-1-131,19:0-3-8,0-2-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (]cc) I/defl Ltd PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.73 Vert(LL) -0.20 10-12 >999 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -025 10-12 >837 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.02 9 n1a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight: 85 lb LUMBER BRACING TOP CHORD 2 X 6 SPF Not *Except* TOP CHORD Sheathed or 3-9-5 oc purlins, except 4-6 2 X 4 SPF Not 2-M cc purlins (6-0-0 max.): 4-6. BOT CHORD 2 X 6 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud WEBS 1 Row at midpt 3-7 REACTIONS Ob/size) 1=141110-3-8.9=1411/0-3-8 Max Horz1=-88(load case 5) Max Grev1=15960oad case 2), 9=1596(ioad case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2281/0, 2-3=-1654/0, 3.4=300/185, 6-7=-300/185, 7.8=1654/0, 8-9=2281/0, 4-5=100/310, 5-6=100/310 BOT CHORD 1-12--011635,11-12=0/1635,10-11--0/1635,9-10=0/1636 WEBS 2-12=0!741, 8-10=01741, 3-13=1959/0, 13-14=-1564/0, 7-14=-1 95910, 4-13=0/383, 6-14=0/383, 5-13=-595/59, 5-14=595/59 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf•, BCDL=6.OpsF, Category II; Exp B; enclosed; MWFRS Interior zone; cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-96; Pg= 50.0 pal (ground snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 6) Ceiling dead load (5.0 psf) on member(s). 2-3, 7.8, 3-13, 13-14, 7-14; Wall dead load (5.Opsf) on member(s)2-12, 8.10 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 10-12 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Job Truss Truss Type Oly Pty George Burkstrand 040870R B3 ATTIC 4 1 Job Reference (optional) P&M Truss,lnc., Isantl, MN 55040 5.200 s Sep 30 2003 MiTek Industries, Inc. Mon Aug 091326:54 2004 Page 1 9-1-8 -0r�-0 4 7-4 8 4 8 f3-9 p 12-10-12 17-6-0 17-8-0 Scale = 0-3-0 4-7-4 3-9-4 0-4-8 3-9-4 4-7-4 0-3-0 4`Z 48 3x5 = •' vao �� 2x4 11 6x6 = 2x4 II 4-7-4 12-10-12 17-6-0 4-7-4 8-3-8 4-7-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Wall Lid PLATES GRIP TCLL 38.5 Plates Increase 1.15 TC 0.72 Vert(LL) -0.34 B-10 >610 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.89 Vert(TL) -0.45 B-10 >463 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(fL) 0.03 7 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight: 91 lb LUMBER BRACING TOP CHORD 2 X 6 SYP 2400F 2.0E TOP CHORD Sheathed or 5.9-0 oc purlins. BOT CHORD 2 X 6 SPF Not BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (Ib/size) 1=141110-3-8,7=1411/0-3-8 Max Harz 1=1100oad case 6) Max Grev1=14940oad case 2), 7=1494(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2028/0, 2-3=-1414/0, 3-4=0/1601, 4-5=0/1601, 5-6_ 1414/0, 6-7=2028/0 BOT CHORD 1-10=0/1404,9-10=0/1404,8-9=0/1404,7-8=0/1404 WEBS 3.5=3333/0, 2-10=0!744, 6-8=0!744 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf; BCDL=6.Opsf; Category II; Exp B; enclosed; MWFRS Interior zone: cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pg= 50.0 psf (ground snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 5) Ceiling dead load (5.0 psf) on member(s). 2-3, 5-6, 3-5; Wall dead load (5.Opsf) on member(s)2-10, 6-8 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 8-10 LOAD CASE(S) Standard I CIlYOF FRIDLEY FRIDLEY MUNICIPAL CENTER - 6431 UNIVERSITY AVE. N.E. FRIDLEY, MN 55432 - (763) 571-3450 - FAX (763) 571-1287 July 2, 2002 Lowell Burkstrand 1200 Norton Avenue NE Fridley MN 55432 Subject: Paved Driveway Reminder Dear Mr. Burkstrand: This letter is a friendly reminder that all driveways within the City of Fridley need to be paved by December 31, 2002". As you are aware, the City Council adopted an ordinance declaring gravel driveways a public nuisance. They were declared a public nuisance for a number of reasons, such as: they can cause erosion, contaminate soil with oil and other vehicles fluids, and deposit soil and gravel in the City's storm sewers and detention ponds. When gravel driveways were declared a public nuisance, the City Council gave property owners five years to have their gravel driveways paved. The five-year deadline is quickly approaching, which means all gravel driveways within the City of Fridley must be paved with approved concrete or asphalt by December 31, 2002*. If you've already paved your driveways, thank you! Please call me at 763-572-3595, so I can update our files. For your convenience, a brochure on the City's loan program has been enclosed. You can use this loan program to acquire financing for your driveway improvement project. Please call Jim Hesnik at 612-335-2651, if you have any questions regarding this program. Thank you for your cooperation! As you successfully complete your driveway improvement project, please call me at 763-572-3595, so I can do an inspection of your property and update our files. If you have any other questions, please feel free to call me at the above number. Sincerely, fttacyom erg" Planner *If on December 31, 2002, your driveway hasn't been paved a citation will be issued and filed at the Anoka County Courthouse. A misdemeanor citation is a criminal offense and is punishable by up to 90 days In jail and/or a $700 fine. C-02-83 *** #42810 % ;�� 7� 4/30/2004 4Design "N" s6 q,1* 6 017 Take this shoot to the Building Materials counter to purchase your materials. You selected aara a rwith these options: 6 9 9 P �s 28' Wide X 32' Deep X 9' High CAI& rah? W/ A/1-2 hiu'll trusses 2' O.C.pr �F�° . . 1 4®� 5 longs 1� I 8 � ridCO9� 2� 3, �� ' �4 ne Cedar Shingle R� ;off it & Fascia , �� R W to alar Roof Edge2�-1�''�' 9 B )r iamb N CA IN C41 T%J Today's cost for materials estimated in this design: $ 3130.13 Base garage without options: $ 3182.02 *The base price includes: 0" Eave/0" Gable Overhangs, Framing Materials, 7/16 OSB Roof Sheathing, 20 yr. Fiberglass Classic - Onyx Black Shingles, Pine Fascia, Galvanized Regular Roof Edge, 8" Textured Vertical Hardboard Siding, No Service Doors, No Overhead Doors, No Windows, or Any Other Options. zo> P .�. Ari TRiTS S b=IKc= 950w 1612 ) 444-4 17 4 " PAX 444-9595 mngrLnacrrxf Aoof wkf 8190-- T27l66 synewa6 Misc. George,Cambridge Consultants. QUOTE xxxxx ORDER PAGE(s) 1 DATE 6-23-04. DATE ■ .. CUSTOMER: Misc. JOB NAME: George Burkstrand ADDRESS: ADDRESS: Contractor: Cambridge Consultants ATTFNTIr)N- P.O.# 1 7 WRITTEN BY RYAN SALESMAN: WILSON TY SPAN PITCH TYPE OVERHANG Heel ht. JUNIT TOTAL ROOF TRUSSES @ 2' ox. 1 29'-6" 8/12. Clip Top Gable 3" 3" Std. 95.75 95.75 2 29'-6" 8/12. Clip Top Attic 3" 3" Std. 173.20 346.40 10 29'-6" 8/12. Attic Truss 3" 3" Std. 162.77 1,627.70 5 19'-6" 8/12. Attic Truss 3" 3" Std. 1106.72 533.60 1 19'-6" 8/12. Clip Top Attic 3" 3" Std. 118.22 118.22 1 19'-6" 8/12. Clip Top Gable 3" 3" Std. 59.80 59.80 32 Hurricane Clips 1.00 32.00 FLOOR ROOF 2,813.47 Tax 1 182.88 TOTAL 1 2,996.35 Quotedru ice good for 30 days CHECKED BY Iq F-4 o 574 /2- CeA rJ C -7(-s - 4�i - 5-o v Page 1 SIGNATURE -Job russ rues y� ty JOBS2003 GEO ATTIC 1 1 , Job Reference (opticnan cuss, Inc., [Santi, s Sep30 71311-1 M' I e nus es, nc. un un age -0F 3 0 4-7-4 9-9-0 14-10-12 19-6-0 0-3-0 4-7-4 5-1-12 5-1-12 4-7-4 0-3-0 Scale -1:329 07 9 4x4 5 a 7 8 10 i 4 8.00 j12 11 d d 3 12 2 13 a 4-7-4 14-10-12 19-6-0 44-4 10-3-8 4-7-4 Pae - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.09 Vert(LL) n/a - n/a 999 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) 0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 13 We n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight: 78 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF No.2 2-0-0 oc purlins (6-0-0 max.): 5-9. OTHERS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=135/19-6-0, 13=97/19-6-0, 21=206/19-6-0, 22=206/19-6-0, 23=259119-6-0, 20=223/19-6-0, 19=219/19-6-0, 18=213/19-6-0, 17=206/19-6-0, 16=226/19-6-0, 15=201/19-6-0 Max Horz2=76(load case 5) Max Uplift2=-6(load case 5), 22=14(load case 7), 23=18(load case 7), 20=-4(load case 5), 19=-6(load case 5), 16=19(load case 8), 15=-13(load case 8) Max Grav2=177(load case 2), 13=127(load case 3), 21=2740oad case 2), 22=272(load case 2), 23--341 (load case 2), 20=306(load case 3), 19=291(load case 2), 18=282(load case 3), 17=273(load case 3), 16=298(load case 3), 15=265(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2--0/17,2-3=104/54,3-4--107/50,4-5--101152,9-10=-102/45, 10-11=112134,11-12--107131,12-13=-80/21, 13-14=0/17, 5-6---26/47, 6-7=26/47, 7-8=26/47, 8-934/47 BOT CHORD 2-23=10145, 22-23=10/45, 21-22=10/45, 20-21=10/45, 19-20=-10/45, 18-1910/45, 17-18=11/45, 16-17=11/45, 15-16-11/45,13-15=11145 WEBS 5-21=-232/22, 4-22=-239138, 3-23=-276/41, 6-20=265/29, 7-19=-253128, 8-18=242123,10-17=230110, 11-16=259/44,12-15-222133 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf, BCDL=6.Opsf, Category II; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End DetaiP 3 TCLL: ASCE 7-98; Pg= 50.0 psf (ground snow); Category II; Exp B; Partially Exp.; Ct= 1 4 Unbalanced snow loads have been considered for this design. 5 This truss has been designed for 2.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6 Provide adequate drainage to prevent water ponding. 7 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 8) All plates are 1x4 M1120 unless otherwise indicated. 9) Gable requires continuous bottom chord bearing. 0) Gable 2-0-0 A studs spaced at oc. 11) Provide truss to bearing 6 Ib 2, 14 Ib mechanical connection (by others) of plate capable of withstanding uplift at joint uplift at joint 22, 18 Ib uplift at joint 23, 4 Ib uplift at joint 20, 6 Ib uplift at joint 19, 19 Ib uplift at joint 16 and 13 Ib uplift at joint 15. Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard I Job Truss Truss Type Q1Y Ply IJOBS2003 GEOBG ATTIC 1 1 Job Reference (opflonaq P& cuss, nc., san , s ep i e nus es, Inc. bunjunzu2373age -0� -0 8.4-4 14-9-0 21-1-12 29-6-0 29- -0 0-3-0 8-44 6-4-12 6-4-12 8-44 0-3-0 Scale =1:48.7 4.7 4x4 p 14 3.00 llZ S 9 18 11 12 13 15 3x4 54" 7 6 16 6 17 yqy �dI I 4 18 I 3 a 1e� M4 U4 3x4 = I 8-4-4 21-1-12 29-6-0 844 12-9-8 8-4-4 -PTae - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.15 Vert(LL) n/a - n/a 999 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) 0.00 20 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 19 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matrix) Weight: 141 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 `Except` TOP CHORD Sheathed or 6-0-0 oc purlins, except 6-8 2 X 4 SPF Stud, 14-16 2 X 4 SPF Stud 2-0-0 oc purlins (6-0-0 max.): 8-14. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2 X 4 SPF Stud 6-0-0 oc bracing: 30-31,29-30,28-29,26-28. REACTIONS (lb/size) 2=84/29-6-0, 19=149/29-6-0, 31=201/29-6-0, 32=216/29-6-0, 33=220/29-6-0, 34=226/29-6-0, 35=189/29-6-0, 30=222/29-6-0, 29=221/29-6-0, 28=213/29-6-0, 26=217129-6-0, 25=213/29-6-0, 24=206/29-6-0, 23=226/29-6-0, 22=200/29-6-0, 21=277/29-6-0 Max Horz2=94(load case 6) Max Uplift2=-23 load case 5), 32=14(load case 7), 33=15(load case 7), 34=14(load case 7), 35=16(load case 7), 30=5(load case 5), 29=2(load case 6), 28=-6�load case 6), 26=-8(load case 5), 23=19(load case 8), 22=11(load case 8), 21=19(load case 8) Max Grav2=110(load case 2), 19=195(load case 3), 31=267(lood case 2), 32=285(load case 2), 33=290(load case 2), 34=298(load case 2), 35=250(load case 2), 30=305(load case 3), 29=291 (load case 2), 28=283(load case 3), 26=290(load case 2), 25=282(load case 3), 24=274(load case 3), 23=298(load case 3), 22=263(load case 3), 21=365(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17, 2-3=112/56, 34=-109155,4-5=-113/53, 5-6=113/40, 6-7=39/52, 74-110160,114-15=101/52, 15-16=-111/42, 16-17=-108/29, 17-18=-117/27, 18-19=-119/48, 19-20=0/17, 8-9=34/54, 9-10=-34/54, 10-11=34/54, 11-12=34/54,12-13--34/54,13-14--34/54 BOT CHORD 2-35=-0/1, 34-35=0/1, 33-34=0/1, 32-33=-0/1, 31-32=0/1, 30-31=1/0, 29-30=1/0, 28-29=1/0, 27-28=-1/0, 26-27-18/81, 25-26=-18/81, 24-25=18/81, 23-24=18/81, 22-23=18/81, 21-22=18/81,19-21=18/81 WEBS 8-31=227/18, 7-32=-245/38, 5-33=250/38, 4-34=257/39, 3-35=213/35, 9-30=265129, 10-29=250/27, 11-28=-250/26,12-26=254/29,13-25--241121, 15-24=235110,16-23-255/43,17-22=233135,18-21=-294/44 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf, BCDL=6.Opsf, Category 11; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pg= 50.0 psf (ground snow); Category 11; Exp B; Partially Exp.; Ct=1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 8) All plates are 1x4 M1120 unless otherwise indicated. 9) Gable requires continuous bottom chord bearing. Gable mechaannical 11; Provide connection (by others) of truss to bearing plate capable of withstanding 23 Ib uplift at joint 2, 14 Ib uplift at joint 38 33, 14 5 lb Ib 29, 6 Ib 28 Ib uplift atjjoinift at t 26, 19 ib upoint uplift at joint uplift at joint lift attjjoinat t 23, oint 11 Ib uplift attjjoinat to22tand 19 lb uplift alift at t joint 212 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard lotti Truss Truss Type Pty OBS2003 GEOBG ATTIC 1 1 Job Reference (opflonan P cuss, nc., san i, s p I e nus es, nc. un Jun age 0' 0 4-8-1 8-4-4 11-10-4 14-9-0 , 17-7-12 21-1-12 24-9-15 29-6-0 29-9-0' 0-3-0 4-8-1 3-8-3 3-6-0 2-10-12 2-10-12 3-6-0 3-8-3 4-8-1 023-0 Scale =1:48.5 7x8. 8 Txa 5 B00r17 3x7 II 3x7 II 7 I 4 Sa � 8x8 \` 3 5 2x4 2x4 p 2 5 1 10 4x .,. 13 12 11 8x5 = 7x8 = 8x5 4.'O= 4-8-1 8-4-4 21-1-12 24-9-15 29-6-0 4-8-1 3-8-3 12-9-8 3-8-3 4-8-1 Pae UMM OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP rCLL 35.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.45 11-13 >772 240 M1120 197/144 rCDL 10.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.56 11-13 >620 180 3CLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.04 10 n/a n/a 3CDL 10.0 Code IBC2000/ANSI95 (Matra) Weight: 204 lb _UMBER BRACING rOP CHORD 2 X 8 SYP 2400F 2.0E *Except* TOP CHORD Sheathed, except 1-3 2 X 6 SPF No.2, 8-10 2 X 6 SPF No.2 2-0-0 oc purlins (6-0-0 max): 5-6. 30TCHORD 2 X 8 SYP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 1040-0 oc bracing. NEBS 2 X 4 SPF No.2 *Except* 2-13 2 X 4 SPF Stud, 9-112 X 4 SPF Stud iEACTIONS (lb/size) 1=2173/0-5-8, 10=2173/0-5-8 Max Horz 1=133(load case 5) Max Grav 1=2478(load case 2), 10=2478(load case 3) -ORCES (lb) - Maximum Compression/Maximum Tension rOP CHORD 1-2=-4027/0, 2-3=3439/0, 3-4=3188/0, 4-5=-2500/0, 6-7=2500/0, 7-8=-3188/0, 8-9=3439/0, 9-10=-4027/0, 5-6=2502/0 30TCHORD 1-13=0/3205,12-13=0/2502,11-12=0/2502, 10-11=0/3205 NEBS 4-13=0/1225, 7-11=0/1225, 2-13=-893176, 9-11=-893/77 VOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=6.Opsf, BCDL=6.Opsf; Category Il; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. t TCLL: ASCE 7-98; Pg= 50.0 psf (ground snow); Category Il; Exp B; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 1) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC-00. 3 Ceiling dead load (5.0 psf) on member(s). 4-5, 6-7, 5-6 73 Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 11-13 3) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. _OAD CASE(S) Standard [Job sa Truss Type y JOBS2003 GEO ATTIC 1 1 Job Reference o na c. cuss, nc., [sent!, s p es sun jun age -0�3-0 2-8-0 4-7-4 8-7-2 9-9-010-10-14 14-10-12 16-10-0 19-6-0 19-" 0-3-0 2-8-0 1-11-4 3-11-14 1-1-14 1-1-14 3-11-14 1-11-4 248-0 0-3-0 Bcale a 1:33.3 6x10 q 6 5x10 6 4x7 D 4x7 v 7 8.00112- 4- 1 1 __ d 2.4 0 !! e Z,1 1D-0-0 w 0 2 10 .eyyl� 13 12 11 X8 = 6x6 = 5x8 - 8x8 2-8-0 4-74 14-10-12 16-10-0 19-6-0 � 248-0 1-11-4 10-3-8 1-114 2-8-0 Pae a - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TOLL 35.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.38 11-13 >606 240 M1120 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.50 11-13 >461 180 BCLL 0.0 Rep Stress Inor YES WB 0.27 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code IBC2000/ANSI95 (Matra) Weight: 116 lb LUMBER BRACING TOP CHORD 2 X 6 SPF 165OF 1.5E -Except- TOP CHORD Sheathed or 3-9-3 oc purlins, except 5-6 2 X 6 SPF No.2 2-0-0 oc purlins (3-11-2 max.): 5-6. BOT CHORD 2 X 8 SYP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2-Except- 3-13 2 X 4 SPF Stud, 8-112 X 4 SPF Stud REACTIONS (lb/size) 2=1565/0-5-8.9--1665/0-5-8 Max 1-1orz2=97(load case 5) Max Grav2=1762(load case 2), 9=1762(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/38, 2-3=2631/0, 3-4=-2214/0, 4-5=-1568/0, 6-7=1568/0, 7-8=2214/0, 8-9=2631/0, 9-10=0/38, 5-6=-1465/0 BOT CHORD 2-13=0/2123, 12-13=0/1465, 11-12=0/1465, 9-11=0/2123 WEBS 4-13=0/1098, 7-11=0/1098, 3-13=-826/16, 8-11=-826/17 NOTES 1) Wind: ASCE 7-98; 90mph; 11=25ft; TCDL=6.Opsf, BCDL=6.Opsf, Category ll; Exp B; enclosed; MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2TCLL: ASCE 7-98; Pg= 50.0 psf (ground snow); Category II; Exp B; Partially Exp.; Ct= 1 3 Unbalanced snow loads have been considered for this design. 4 This truss has been designed for 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5 Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table 1607.1 of IBC -00. 7) Ceiling dead load (5.0 psf) on member(s). 4-5, 6-7, 5-6 8) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 11-13 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-1 Od nails. LOAD CASE(S) Standard r— S��fav�,�f 1t,Cz _Z r V (' �► `� � ria �, `'� i..�'vr'`� _ ®ac' SF�vIt1l; rsx 7 z =a v �� Sl -tt) ct C�IilN�Cyi'� � a � 1 none o o ox,. ---4 c lel !t FA -D FIL tl 0- t4- o Ll EWED CODE 6„ NA% sm a rzA �j _� � � E57 (o CITY OF FRIDLEY 6431 UNIVERSITY AVENUE NE FRIDLEY, MN 55432 572-3604 FAX: (763)571-12H7 ADDRESS : 1200 NORTON AVE NE PIN : 123024310026 LEGAL DESC : UNAVAILABLE : LOT BLOCK PERMIT TYPE : BUILDING PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : GARAGE, DETACHED PERMIT=2004-00838 DATE ISSUED: 06/04/2004 VALUATION : $ 21,225.00 NOTE: CALL GOPHER STATE ONE AT 651454-0002 FOR UTILITY LOCATIONS. PROVIDE HARD SURFACE DRIVEWAY. SEE NOTATIONS ON PLAN. CONSTRUCT A 36'X 29'6" DETACHED GARAGE. APPLICANT BURKSTRAND L E & A M & ETAL 1200 NORTON AVE NE FRIDLEY, MN 55432 OWNER BURKSTRAND L E & A M & ETAL 1200 NORTON AVE NE FRIDLEY, MN 55432 AGREEMENT AND SWORN STATEMENT This permit becomes null and void if work or construction authorized is not commenced witin 60 days or if construction or work is suspended or abandoned for a period of 120 days at any time after work is commenced. I hereby certify that I have read and examined this application and know the same to be true and correct. All provisions of laws and ordinances governing this type of wort will be complied with whether specified herein or not. The granting of a permit does not presume to give authority to violate or cancel the provisions of any other state or local law regulating cor)Ftruction or 1he perfo a of construction. Annfl t Date eI'Al64f BUILDING PERMIT FEE 349.25 PLAN CHECK FEE 227.00 FIRE SURCHARGE 21.23 STATE SURCHARGE, VALUE 10.61 TOTAL 608.09 PAID WITH CHECK # 5244 SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE. & 3®g 7 NEW Lol. CITY OF FRIDLEY Effective 4/1/2004 ADDN [ ] 6431 University Ave NE, Fridley, MN 55432 (763) 572-3604 Bldg Insp ALTER [ ] SINGLE FAMILY AND DUPLEXES R-1 AND R-2 (763) 571-1287 Fax BUILDING PERMIT APPLICATION C�?00�i- 00 6 3 8 Construction Address: ! 7,®® MOO- ON -MJ L � 1'D i�.� `/ M k➢ 554C'2> Z Legal Description: Owner Name &Address: S Tel. # Sib - LrL Contractor. Sr=LIF MN LICENSE # NIA Address: V100 NOMN MG ADL "I Nio 9 3, 1, Tel. # AVE Attach to this application, a Certificate of Survey of the lot, with the proposed construction drawn on it to scale. DESCRIPTION OF IMPROVEMENT LIVING AREA:* Length Width Height Sq. Ft. GARAGE AREA: Length -2>6' Width 'XV &" Height Sq. Ft Ck (f:0 S4 DECK AREA: Length Width Hgt/Ground Sq. Ft OTHER: Construction Type: V�JwD Estimated Cost: Driveway Curb Cut Width Needed: Ft + 6 Ft = Ft x $ _ $ 1 DATE: APPLICANT:J"- Tel. # I7b _ 9A-1 - \ V6 Call (763) 572-3604 for Permit Fees If mailing in application. Fax to 763-571-1287 if using credit card and we will call you for card number. CITY USE ONLY - Permit Fee Plan Review Fire Surcharge State Surcharge SAC Charge License Surcharge Curb Cut Escrow Erosion Control Park Fee Sewer Main Charge TOTAL Fee Schedule on Reverse Side $ �0:7 o®0 65% of Permit Fee $ o�� .001 of Permit Valuation (1/10th%) $ 1) . $.50/$1,000 Valuation $ $1350 per SAC Unit $ $5.00 (State Licensed Residential Contractors) $ Alt. "A" or Alt. "B" Above $ $450.00 Conservation Plan Review $ Fee Determined by Engineering $ Agreement Necessary [ ] Not Necessary [ ] $ ,®Q STIPULATIONS: I _9k t r-- a4 S��i✓I�o� lu b ;-a4L ct VA a L' k 3 _ Fins V ?`XISAl L11(7- rin�L T.Su-.�5iJ7 .21 A zoell r ID -�Ic,L 2,-2 to f�tG-L a EWED CODE 3 q` - 6„ NAa� Smai p�� e� �Id� �I M�Nu�ac{ve�S IaS{-��la�i-to l N17, 1.9�? n, 'b. s Design #42810 ° ®� 4/30/2004 *** Take this sheet to the Building Materials counter to purchase your materials. *** You selected a 9 ara9 � e with these o tions: S 28' Wide X 32' Deep X 9' Nigh Gable roof w/ 4/12 pitch trusses 2' O.C.F� 20 Wall Framing Material ' 12" gable/12" eave overhangs " Sheathin �� e Si .n �09t7 y 8 SmartPanel Vertical dig 1 33 yr. Biltmore, Earthtone Cedar Shingle Royal Brown Aluminum Soffit & Fascia Royal Brown Aluminum Regular Roof Edge Brown vinyl overhead door jamb N 4wc�apIN ON u", - CD C) -C. ! z Today's cost for materials estimated in this design: $ 3150.13 Base garage without options: $ 3182.02 *The base price includes: 0" Eove/0" Gable Overhangs, Framing Materials, 7/16 OSB Roof Sheathing, 20 yr. Fiberglass Classic - Onyx Black Shingles, Pine Fascia, Galvanized Regular Roof Edge, 8" Textured Vertical Hardboard Siding, No Service Doors, No Overhead Doors, No Windows, or Any Other Options. CITY OF FRIDLEY BUILDING INSPECTION ��ir� Effective 4/1/2004 6431 University Ave NE Fridley, MN 55432 763-572-3604 FAX 763-571-1287 RATE SCHEDULE Residential Furnace Shell and Duct Work, Burner & also Replacement Furnace Gas Piping (New Furnace, Fireplace, Insert) Fireplace insert Gas Range Gas Dryer *Air Conditioning - All Sizes APPLICATION FOR POWER PLANTS AND HEATING, COOLING, VENTILATION REFRIGERATION AND AIR CONDITIONING SYSTEMS AND DEVICES Fee Total $35.00 c> $ 35�' $10.00 $ $15.00 $ $10.00 $ $10.00 $ $25.00 $ L -t2 All Other Repairs or Alterations (List on Back) 1% of Value of Appliance or Work Minimum Fee $15.00 for Residential or 5% of cost of Improvement whichever is greater on work less than $500.00 Commercial/Industrial/Institutional 1.25% of Value of Appliance or Work (List on Back) Minimum Fee $35.00 for Commercial/Industrial/Institutional o State Surcharge $ 0.50 (if permit fee is over $1,000 multiply by .0005) TOTAL FEE $_4ff � *Air Conditioners can not be placed in side yard without written approval from adjoining property owner - copy to City FILL OUT BACK SIDE FOR STACK VERIFICATION ON REPLACEMENT FURNACE ,s• JOB ADDRESS '00 /U0 ) � A� Building Used As ESTIMATED COST ��_5700 PERMIT NO DESCRIPTION OF FURNACE AND BURNER # of Heating Units_ Circle One (Steam) (Hot Water) (Warm Ai Trade Name ( Size No. BTU Q HP EDR Fuel T )& fir{ Total Connected Load Burner Trade Name BTU HP Size No. EDR The undersigned hereby makes application for a permit for the work herein specified agreeing to do all work in strict accordance with the City Codes and rulings of the Building Division, and hereby declares that all the facts and representations stated in this application are true and correct. HEATING CO / vv�� /��Jl✓�/ 4 Signed At Tel # 76-V Y -05M, Date jCr---,y Approved bRough-in Date Final Date r FILL IN COMPLETELY FOR REPLACEMENT FUEL BURNING APPLIANCE PERMITS COMMUN VENT, VENT CONNECTOR AND COMBUSTION AIR VERIFICATION When replacina an existing furnace, the undersigned hereby verifies that the venting has been examined and is free from rust, deterioration, obstructions, and is securely supported and frrestopped where required. Yes Yv No( ) The venting system is plastic/PVC and meets all current codes and manufacturer specifications including sizing, length, number of elbows and termination. Yes No( ) The undersigned also verifies that the replacement unit is a listed assembly and meets the current codes and manufacturer's specifications. This does include AGA-GAMA Category I Central Furnace Venting Tables for fan assisted and natural draft appliances. Yes ( No ( ) The existina combustion air is sized and installed to meet the current codes and manufacturer's specifications. Yes) No ( ) When required to install a new combustion air, it will be sized and installed to meet the current codes and manufacturer's specifications. Yes No( ) When installing a new venting system, the undersigned hereby verifies that it is a listed assembly and meets the current codes and manufacturer's specifications. This does include AGA-GAMA Category I Central Furnace Venting Tables for fan assisted and natural draft appliances. YesV No( ) Is the common vent and vent connectors sized and installed correctly after an appliance has been removed from the common vent and vented separately as per current codes. Yes k/) No( ) Appliance Type and Size/Common Vent and Vent Connector Information Appliance #1 Type `fir BTU Input 1F490C)0 Fan Assisted or Nat Appliance #2 Type BTU Input pfd d OC r Fan Assisted or Nat PP YP Appliance #3 Type BTU Input Fan Assisted or Nat Total Appliances Total Btu Input r� Common Vent Type Vent Height Diameter inches Appliance #1 Vent Connector Height ' e ft Length ft Diameter in Type Appliance #2 Vent Connector Height ft Length _Z_ft Diameter f in Type Appliance #3 Vent Connector Height ft Length ft Diameter in Type ALTERATIONS: (Describe) � HEATING CO: Signed By: : 6 o2 os--