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P - 43300B�ilding Inspections 763-572-3604 763-502-4977 FAX BUILDING RESIDENTIAL APPLICATION CITY OF FRIDLEY EFFECTIVE 1-I-2011 DATE 4 SITE ADDRES ' �/ THIS APPLICANT IS: ❑ OWNER PROPERTY OWNER/ I NAME:_ ' TENANT qDDRESS: CONTRACTOR SUBMIT A COPY OF YOUR STATE LICENSE AND CERTIFICATE OF INSURANCE PROPERTY TYPE PERMIT TYPE TYPE OF WORK: YOUR E-MAIL ADDRESS C �CONTRAC R r - 3 � �� ivrvwc: r / / / i STATE LICENSE # �0 LEAD CERT NUMBEF ADDRESS: — CITY� PHONE �� . J 3 I— �2 f/ % FAX �� 3� ❑ SINGLE FAMILY/NEW CONSTRUCTION SIZE ❑ TWO FAMILY/NEW CONSTRUCTION STORIES ❑ ADDITION ARAGE/SHED ❑ WINDOWS ❑ BASEMENT FINISH ❑ ROOF O DRAfN T1LE O DECK O SIDiNG ❑ OTHER ❑ SWIMMING POOL ❑ NEW HOME CONSTRUCTION ❑ ADD►TfON �� MAINTENANCE/REPAIR ❑ REMODELING ��!'�� DESCRIBE WORK BEING DONE: ROOFING NUMBER OF SQUARES _ GARAGES PROPOSED SIZE: PROPOSED HEIGHT: SIDINC � Vinyl ❑ Aluminum O Other WINDOWS IN EXISTING OPENINGS ❑Yes ❑No OR FOR NEW OPENMGS-DESCRIBE SIZE OF OPENING CHANGES & LENGTH �L ❑ HOUSE ONLY ❑ HOUSE & GARAGE O ATTACHED GARAGE ❑ DETACHED GARAGE ❑Soffit ❑ Trim ❑ Fascia LOCATION OF WINDOWS � ,� Permit No. ��d Received By: ! � Date Rec'd�f% �� STATE%�ZIP,� Y�'> /�-%- f�'�`� �.� ^- / �STATE��ZIP .�� c .- U� [/� os,/ ,�'/�i7'-/�✓�--� FT BASEMENT REMODELING SUBMIT: 1. Existing Floor Pian 2. Proposed floor plan 3. l.ist of structural mFit�liers to be used FOR NEW CONSTRUCTION INCLUDiNG DECKS, ADDITIONS. & PORCHES SUBMIT: I. Site Plan/Survey showing ffie existing sVuctures and proposed project. 2. Two sets of construction plans 3. Energy Calculations � FOR WINDOWS — PROVIDE U-VALUE AND MANUFACTURE STICKER ON WINDOW. TYPE OF WINDOW TO BE INSTALLED NUMBER OF WINDOWS � ALL FEES ARE BASED ON VALUATION, INCLUDING THE COST OF LABOR AND MATERIALS: ,Ryr�jSiNG THE 1997 U.B.0 FEE SCHEDULE) TOTAL JOB VALUATION $� (llJlJ OCCUPANCY TYPE Permit Fee $ R� See Back Page for Fee Schedule Plan Review $ (� �L 65% of Building Permit Fee Fire Surcharge $ �Q .001 times the total job valuation Surcharge $ '��_ .00OSx Permit Valuation Minimum $5.00 License Surcharge $ ��_ $5.00 (State Licensed Residential Contractors) SAC Charge $ $2230 per SAC Unit (Plans to MWCC for determination) Curb Cut Escrow $ ft+ 6 ft= ft x$25= $ Erosion Control $ $450 Conservation Plan Review Park Fee $ Fee Determined by Engineering Sewer Main Charge $ Agreement necessary O Non Necessary�) Total Due $ ��6a,(p Make checks payable to: City of Fridley Attach Stipulations THIS IS AN APPLICATION FOR A PERMIT-NOT VALID UNTIL PROCESSED I hereby apply for a building permit and I acknowledge that the information above is complete and accurate; that the work will be in conformance with the ordinances and codes of the City of Fridley and with the Minnesota Construction Codes; that I understand this is not a permit but only an application for a permit and work is not to start ithout a permit on site; that the work will be in accordance with the approved plan in the case of a eview and ap val of la �% / SIGNATURE OF APPLICANT T NA�� l�Go!S DATE l��a APPROVAL INSPECTOR SIGNATURE ., . ._ _ . . � . . � �l� � �'1 � � � �~ \� t 1 ;J -,... � � ---_. � �`�--� _ � �G � C.l`J � � � • � .r� � \y� � �c-� � , � _ X � � � � � �'� � � � � ` � � � .� � •� � \� �� !�. � � � � �r�' !�l�'..� '�r-i ,.�y" �� rr✓a��S'(Yd'�l��J �l. � � � �^ �` � � � � �v 0 � � � � � �. � �t � � � �"'�� %Y �9 �"� �`�-�'€`/ �.��,1 ,��,,,,,,,yc�,�.°r7 fl „�.�-�M� ., 1 � h � a� � � s� I � �� 1 � /uih'`��'p,'-� 'G'7 . `�?�� '�..� r��°sn�a�� /��i� ��'�_ � � � �. � �� =��'� 3/y.� �� 9�Fi 'a�l uOy��s� �r"9-�'c.� Job Tru: 1108$5 A1 N �j FINK 3 I 1 s Apr 22 2010 MiTek Industries, Inc. Thu Oct 06 15;15:41 2011 Page 1 -2-6-0 6-10-14 13-0-0 19-1-2 26-0-0 28-6-0 2-6-0 6-10-14 6-1-2 6-1-2 6-10-14 2-6-0 V I �°�7 � 4.00 12 4x5 = 5 Scale = 1:48.5 8-11-4 17-0-12 26-0-0 8-i i-4 8-1-8 8-11-4 LOADING (ps� SPACING 2-0-0 CSI TCLL 35A Plates Increase 1.15 TC OJ2 TCDL 7.0 Lumber Increase 1.15 BC 0.80 BCLL 0.0 Rep Stress Incr YES W B 0.35 BCDL 10.0 Code MNSRC/TPI2002 (Matrix) IUMB�R TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF No.2 W EBS 2 X 4 SPF Stud DEFL in (loc) I/defl Ud PLATES CiRIP Vert(LL) -02510-72 >999 240 Nff20 197/144 Vert(TL) -0.4710-12 >648 180 Hwz(TL) 0.12 8 nla n/a WBigM:871b Ff=0% BRACING TOPCHORD BOT CHORD REAC110PIS �tt�size) 2=1557/aS8 (min. 0-2-�, 8=1557/0-5-8 (min. 0-2-7) Max Horz 2=54 (LC 5) nnax upin2=-67(LC 3), e=-s��c a� FORCES (Ib) - Max Comp✓Max. Ten. - Ali forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3050/0, 3-4-2644/0, 45=2554/0, 5-6�2554/0, 6-7=-2644/0, 7-8=-3050/0 BOT CHORD 2-12=W2796, 11-12=0/1892, 10-11=0/1892, 8-10=0/2796 WEBS 3-12= 576/94, S12f0/806, 5-f0�0/806, 7-10�576/95 Structural wood sheffihing directly appiled or 2-8-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc �acing. MiTek recommends that Stabilizers and required aoss bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES (6) 1) Uribalanced roof live loads ha�re been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL�2psf; BCDIr6.Opsf; h=25ft; Cat. II; E� B; enclosed; MWFRS (low-rise); cantilever left and rigM e�osed ; end vertical �eft and right e�osed; Lumber DOI.r1.33 plate grip DOL=1.33 3) This truss has been designed fw a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical cannection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joird(s) 2, 8. 5) "Semi-rigid pitchbreaks with fixed heels" Member end fibty model was used in the analysis and design of this truss. 6) This truss is designed in accordance with the AMnnesota State Residentia! Building Code. No increased unbalanced loads a drift loads have been considered. The building designer should verity the adequacy of the design loads as the componeM is incorporated into the overall sVucture. LOAD G�SE(S) Standard N � 0 110885 A1 G GABLE 1 1 Job Refer�ce (optional) P&M Truss Inc., Isanti, MN 55040 7230 s Apr 22 20t 0 MiTek Industnes, Inc. Thu Oct 0615: i 5:41 2011 Pag -2-6-0 13-0-0 26-0-0 28-6-0 2-6-0 13-0-0 13-0-0 2-6-0 � o� 4.00 12 ix4 II �xa U �a lx4 II 1x4 II 9 3z6 i 8 1x4 II � �xa II 5 s a J/ Jb JJ .t :f:f J[ 1x4 II 1x4 II 1x4 II 1x4 II 1za II 7xa II 4x4 = 1xa II tt tz �t �'�G� tza II 13 1x4 �� 1x4 II 14 3x6 � 15 ir4 �I 16 �� 1� II �a txa II 19 �I:tU . ev t� ta � ec 3z6= 1�k II 1x4 II 1x4 II lx4 II 7x4 II 1x411 ix4 �I 1x4 II 1x4 �� scaie _ ,:aes I 26'�'� _ _ _ � 26-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Pla[es Increase 1.15 TC 0,61 Vert(LL) -0.12 21 n/r 120 MT20 197/144 TCDL 7.0 Lumber Increase 1.15 BC 0,17 Vert(TL) -0.15 21 Nr 90 BCLL 0,0 Rep Stress Incr VES W B 0,05 Horz(TL) 0,00 20 Na n/a BCDL 10,0 Code MNSRClfP12002 (Matrix) W�igM:1091b FT=0% LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 4 SPF No2 OTHERS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly appifed w&0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 70-0-0 oc bracing. MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabiliz� Installffiion uide. RE/�CTIONS All bearings 26-0-0. (Ib) - Max Horz 2=64(LC 3) Max Uplift NI uplift 100 Ib or less at joint(s) 31, 32, 33, 34, 35, 36, 28, 27, 26, 25, 24, 23 except 2_ 135(LC 5), 20=-144(LC 6) Ma�c Grav All reactions 250 Ib or less at joint(s) 29, 31, 32, 33, 34, 35, 36, 37, 28, 27, zs, 2s, za, 2s, 22 except 2�64(LC 1). 20=464(LC 1) FORCES (Ib) - Max Comp.IMax. Ten. - All torces 250 (Ib) or less except when shown. NOTES (9j 1) Unbaianced roof lire loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDI.F6.Opsf; h=25ft; Cat. II; E� B; enclosed; MWFRS (low-rise) gable end zone; caritilever left and rigM e�q�osed ; end vertical lett and right e�¢�osed; Lumber DOL=1.33 plate grip D0�1.33 3) Truss designed for wind loads in the plane ot the truss or�y. For studs e�osed io wirtd (rrormal to the face), see MiTek "Standazd Gable Fsd Detail" 4) Gable requires cordinuous bottom chord beazing. 5) G�le studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with arry other live loads. � Provide mechanical connection (by others) of Vuss to bearing plate capable of withstanding 100 Ib uplift at joirrt(s) 31, 32, 33, 34, 35, 36, 28, 27 , 26, 25, 24, 23 except (jt=1b) 2=135, 2�144. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fibty model was used in the analysis and design of this truss. 9) This truss is designed in accordance with the Minnesota State Residential Building Code. No increased unbalanced loads or drift loads have been considered. The building designer should verify the adequacy of the design loads as the component is incorporated irrto the overall structure. LOAD CASE(S) Standard N 2�� — r��u TrussType �' P�y Powerbuilt homes/Quarnstrom 110885 B1 ATTIC 6 1 7230 s Apr 22 2010 -1-10-8 2-9-12 5-8-13 7-11-8 10-2-3 13-1-4 15-11-0 17-9-8 1-10-8 2-9-12 2-11-1 2-2-11 2-2-11 2-11-1 2-9-12 1-10-8 Scale = 1:30.8 4z4 = 5 ��.� �4 u zx. ii , 2-9-12 , 13-1-4 , 15-11-0 , 2-9-12 10-3-5 - — 2-9-12 LOADING (psf) SP/�ING 2-0-0 CSI DEFL in (lac) I/defl Ud TCLL 35.0 PIffies Increase 1.15 TC 0.40 Vert(LL) -0.23 11-12 >830 240 TCDL 7.0 Lumber Increase 1.15 BC 0.57 Vert(TL) -0.30 11-12 >634 180 BCLL 0.0 Rep Stress Incr VES WB 0.36 Horz(TL) 0.01 10 Na n/a BCDL 10.0 Code I�MVSRClfP12002 (Matrix) Attic -0.2011-12 630 360 LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 6 SPF 2100F 1.8E WEBS 2 X 4 SPF No.2 *Except" W4: 2 X 4 SPF Stud REACTIONS (Ib/size) 13=1491/0-58 (min.0-1-14), 10=1491/0-5-8 (min. 0-1-14) Max Horz 13�5(LC 4) BRACING TOP CHORD BOT CHORD FORCES (Ib) - Max. CompJMax. Ten. - All farces 250 (Ib) or less except when shown. TOP CHORD 2-3=928/0, 3-4=-959/Q 45= 564/57, 5-6= 564/57, 6-7= 959/0, 7-8— 928/0, 2-13— 1751/Q 8-10=-1751/0 BOT CHORD 11-12=0/849 WEBS 474= 567/0, 6-Y4}567/0, 3-12=366/55, 7-11=-366/55, 2-12=0/f476, 8-1 t=0/1476 PLATES GRIP MT20 137/144 W eight: 86 ib FT = 0% 3 Structural wood sheathing direcUy applied or 5-7-8 x purlins, e�ept ehd verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. NOTES (8) 1) Unbalanced roof live loads have been considered far this design. 2) Wind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; E� B; enclosed; MWFRS (low-rise); caritilever lett and rigM e�osed ; end vertical left and rigM e�osed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed fw a 10.0 psf bottom chord live load nonconcurrent with arry other live loads. 4) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-14, &14; Wall dead load (S.Ops� on member(s).3-12, 7-11 5) Bottom chord liue load (40.0 ps� and additional bottom chord dead load (0.0 ps� applied only to room. 11-12 6) "Semi-rigid pitchbreaks with fixed heels" Member end fibty model was used in the analysis and design of this truss. � Attic room checked for U360 deflection. 8) This truss is designed in accordance with the Ivwnnesota State Residerttial Building Code. No increased unbalanced loads or drift loads have been considered. The building designer should verity the adequacy of the design loads as the component is incorporated into the overall structure. LOAD CASE(S) Standard 110885 I Bi G I GABLE Oct 0615:15:43 2011 Page 1 , -1-10-8 , 2-9-12 , 5-8-13 , _ 7-11-8 � 10-2-3 , 13-1-4 , 15-11-0 , 17-9-8 , 1- 0-� 2-9-12 2-11-1 2-2-11 2-2-11 2-11-1 � 2-9-12 r 1-10-8 ' Scale = 1:30.8 dx4 - �`�_ � %�� 2x4 �� 2x0 II 2-9-12 13-1-4 2-9-12 10-3-8 LOADING (psQ SPACING 2-0-0 CSI DEFL TCLL 35.0 Plates Increase 1.15 TC 0.40 Vert(LL) TCDL 7.0 Lumber Increase 1.15 BC 0.57 Vert(TLj BCLL 0.0 Rep �ress Incr YES WB 0.36 Horz(TL) BCDL 10.0 Code MNSRClfP12002 (Matrix) Attic LUMBER TOP CHORD 2 X 4 SPF No2 BOT CHORD 2 X 6 SPF 2100F 1.8E WEBS 2 X 4 SPF No2 "Esccept' W4: 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud REACTIONS (Ib/size) 13=1491/0-5-5 (min.0-1-14), 10=1491/0-5-8 (min.0-1-14) Max Horz 13�62(LC 4) Max Uplift13=-61(LC 3), 10�61(�C 4) in (loc) I/defl Ud -02311-12 >830 240 -0.3011-12 >634 180 0.01 10 nla n/a -02011-12 630 360 BRACING TOP CHORD BOT CHORD FORCES (Ib) - Max CompJMax. Ten. - All forces 250 (Ib) or less s�ept when shown. TOP CHORD 2-3�-928/19, 3-4�959/54, 4-5=-564H 10, 5-6r564/110, 6-7=-959/54, 7-8=-928/19, 2-13=-1751/39, &10— 1751/39 BOT CHORD 11-12=0/849 WEBS 414=-567/0, 6-14=-567/0, 3-12= 366(73, 7-11=-366/73, 2-12=0/1476, 5-11=0/1476 2-9-12 PLATES GRIP MT20 187/144 Weight: 94 Ib Ff = 0°/a Structural wood sheathing directly applied or 57-8 oc purlins, except end verticals. Rigid ceiling directlyapplied w 60-0 oc lxacing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erectiai, in accordance with �abiliz� Mstallation uide. NO7'ES (11) 1) Unbalanced roof live loads have been considered for Mis design. 2) Wind; ASCE 7-0.5; 90mph; TCDL=42psi; BCDL–�.Opsf; h=25fl; Cat. II; E� B; enclased; MWFRS (low-rise) gable end zone; cantilever left and rigM e�osed ; end vertical left and rigM e�osed; Lumber DOL=1.33 plate grip DOI.r1.33 3) Truss designed for wind loads in ihe plane of the Vuss only. Fa studs e�ased to wind (narmal to the face), see MiTek "SCandard Gable End Detail" 4) Gable studs spaced at 1-MO oc. 5) This truss has been designed fw a 10.0 psf bottom chord live load nonconcurrerit with any other live loads. 6) Ceiling dead load (5.0 psf) on member(s}. 3-4, 6-7, 414, 6-14; Walt dead ioad (5.Opsf) on member(s).3-12, 7-11 � Bottom chord live load (40.0 ps� and additional bottom chord dead load (0.0 ps� applied onlyto room. 11-12 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joirrt(s) 13, 10. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fibty model was used in the analysis and design of this truss. 10) Attic room checked for U360 deflection. 11) This truss is designed in accordance with the Minnesota SYate Residerrtial Building Code. No increased unbalanced loads or drift loads have been considered. The building designer should verity the adequacy of the design loads as the component is incorporated irdo the overall struciure. LOAD CASE(S) Standard 4