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Home My WebLink About2014-00673 - plumbing CITY OF ORONO � 0 1 4 - 0 0 6 7 3 * ' 2750 KELLI;Y PARKWAY DATE ISSUED: 06/30/2014 ORONO, MN 55356- (952) 249-4600 FAX: (952) 249-4616 ADDRESS : 2385 GLENDALE COVE LA PIN : 34-118-23-33-0069 LEGAL DESC : GLENDALE COVE : LOT O10 BLOCK 001 PERMIT TYPE : PLUMBING (>$500) PROPERTY TYPE : RESIDENTIAL CONSTRUCTION TYPE : FIXTURES- MULTIPLE NOTE: BSMT:2 SILLCOCKS, 1 FLOOR DRAIN, 1 WATER HEATER IS"1'F�i,00R: 1 WC, 1 LAV, 1 K[TCHEN SINK, 1 DISPOSAI., 1 DISHWASIIF.It, 2ND f�LOOR:2 WC,4 LAV, 1 TUB. 1 SHOWER, 1 LAUNDRY"iRAY, 1 WnSHER VAL,UATION OF PLUME3ING 10434 APPLICANT PLUMBING FIXTURE FEE 130.43 STATE SURCHARGE PLBG (VALUATION) 5.22 SABRE HEATING & AIR COND INC. MAIL-IN FEE 2.00 15535 MEDINA ROAD PLYMOUTH, MN �5447 TOTAL 137.65 (763)473-2267 Payment(s) CREDIT CARD 0331 137.65 OWNER ALPINL CAPITAL 9401 73RD AVE. N #400 BROOKLYN PARK, MN 554?8- AGREEMENT AND SWORN STATEMENT l�he work for which this permit is issued shall be performed according to the approved plans and specifications,applicable Cit��approvals,and the State Building Code. '(�his permit is for onl��the N�ork described and does not drant permission tor additional or related work which requires separatc permi[s. nll provisions of laws and ordinances governing this h�pe of work shall be compied with whether or no[specitied herein.l�his permit�vill expire and become null and void if construction authorized is not commenced within I 80 days of the date of issuance,or if construction is suspended for a period of 180 days at any time after work has commenecd. The applicant is responsible for assuring all required inspections are rcquestcd in conforn�ance with the State Building Code.'I�his perniit ma��be revoked at any time for due cause. � .��(� / / Applicant Permitec Signaturc Date Issued I3y, i nalure � Date 06/30/201a MON 12: 52 Fax 555 5555 Sabre Heating � Air Cond �002/007 . FO'�CITY U5E ONLY C'ity oPOrono ��O P.O.Dox 66 Data Rc+ccived, Permil fl 2750ICellcy Yarkwuy � Cryatal Bay,MN 55]23 Approved IIy' tUuvunt$: h a (952)249-4600—Main � � '':.� �� (952)249-461G—Pax CITY OF O�ONQ�PLUMBING P'ERMIT (All Comm�rcial Permits Muet bo Approved b�the State Prior to City Approval) li.mn. ov/CCLD/PU�'/ e I mb lanreva G�r�x�,z�t�'o�Tiarr 1. You may apply for plumbing par�nits by»,sil o�in person at the City o�#`ices. Applicatians will be rov►ewed and a permit will be issued within two working days. 2. Permit cards will bo sent by return mail a£ter a review is completed. P�RMITS ARE NOT VA�.ID UNTIL YOU RECEI'V�A PERMIT. ST 1� TIL THE E T TED THE J'OB SITE. 3, Plumbing permits may be issued ONI.Y to licensed plumbing conVuctocs and to prpperty owners rosiding in tlie d�vellix�g. 4, When any new constr�cCion or remodeling�s involved,[�separate bui�ding parmit must be obtaiz�ed, 5. A11 work must be done in ac;cordance with State Cade reauirements, 6, Ail work must ba inspected and air tested bafortl'st is covered, Call(952)249-4600. (Z4-48 hour notice required) TYPE OF PERMIT Chock All That A .1 �Residentia{ ❑Commercial(Approva]Required) [�New ❑Additional ❑Repairs ❑Replace [� In Accessory Structure? *You wiil n.Gec1�rior�nnrmai and may need C�i' .(Pat Orono City Coda,Chapter 7B,Article N) rob Site/Qw�ner Infbrmation: Site Address: ��6�J lTl.�l C��.u�f�(� pwner� Mailing Address: City: Zip: Home Phone� Alternate�l�one� Contractor Infor�ttataon' Contractor: ��l. w (� Contact Person: , ��ItiLQ..v� ____ J Adtlress: ��J"��1��1�t�.Y%d State�ond#: PC,�,��5��.�, City: � Zip�'] Expiration Date: � Phone: ��0� �� Z�2{0'�I Alternate Phone: ��a��r?�•�7�� Insurance—Cu��•ent: 1 06/30/241a MOx 12: 52 Fax 555 5555 Sabse Heating � Air Cond f�003/007 , FTXT'URE �sMr i z o�R �z�� Bsna-r r 2 o�a 'r'ypg FL FL TYPE FL FT, Water Closet � � Floor Draias I Lavatory � Sawer�ijector Aathtub I L&u��dry nay � Showar • 1 Washer � t Kitch�Sink , Water Heatar � Dieposal , WAter Softemer blshwa9h�r 1 Wet�ar 9illcocks � Miscellaneous i , �. Q Yes, th�s section applies 'I'he replacement of only qne ResidentiAl_fixh�re o�avnliance that meet9 all three of t.he followiilg requirements: 1. Does not require modificxtian to eleotrical or gas sarvice. 2. Has a t 1 cos of$500.00 or lese;g�j��the cost of the fixtur�or applisnce; a�id 3, Is improved,installed or replaced by the hameowner or lice��sed plumbing contractor, Skip next soction, if this a�plias; Cost oEpermit $ 15.00 State SurChaYge $_ 5.00 Nlail-In�ee(If Applicable) � 2.OQ Total pe,�mlt Fee $ (Permit Fee.v Continued On Next Ptt�e) 2 06/30/201a MON 12: 59 Fax 555 5555 Sab1e Heeting & air Cond �004/007 � a I£Rbove does not apply;�ollow guidelines below: 1. CDNTRACT PRICE +is 1.25%of coritract price with a(Minimum Tee of$50.00) `�a '��,/f1} x.0125$ � (aontraci pncv)� (min mum 350.00} 2. STA'C�y�jj�t(�FIAR�E �0��`�__�D x.000s � 5-�7—.. � (conVact price) 3, PO5TAG�&HANDI,ING(Only on Mail-]n Applications) $ 2.00 4. TO'TAY.PL1tMIT FEE(Add Lines 1-3 Above) � � �JrJ-l� • * CONTRACT PRICE or JOB COST means the actual or estimat�d dollAr �unount chaxged for the pennitisd work incLuding materials, tAbor,profi�and okher£'ixed costs. Tt is tho amount to be charged io the custo�er�or the work done. If Any mat�rial, equipment, labor or installation�e,re furnished by the owner, tenant or�ny otlxar pariy, the reaaone�ble marlcot value of such items must 6e added to th� es�imated cost or contraat price for permit fee purposes. In the event that thore is a disputa pn the amount of tha job cost, the City may requost the submissio�� of a signed copy of tha actual cont�act. '�ha undersigned hereby applies to the City for z5suancE oP a P1umUing Permit, agrees to do t�ll work in strict aceordance with the ordinances of the City and the reguJAtions of the State of Muuiesota, And c0rtifios thaC all statements made on this applicatio;� aro complete, true and co�roct. Applicant'sSign�tu�e: ��`��,lQ, D�tie: (�'JO•�!�- 3 �. �� i , , i ; i i ; 238� G!_��O1C7AL.E C{�V� C7; C�R�tVC� ' HV.�C Lc�ad Calculatioras for LDK Builders Inc. � i � � � � � � ; � � II f 1 � f � 3 � ; j i I i � i ! 3 1 � � I i Prepared Sy: � � Sabre Plumbing And Heating � i � Monday,�,ugust 26,2013 I ; i Rhvac is an ACCA approved Manual J and Manual L?compufier prc�gram. ? Calculaiions are performed per ACGA Manual J 8th Edition, Version 2, and ACCA i�lanual �. i 3 1 ......_ .. .._._.. _.._... ..._.__ .._... .. ._ . . . . . .. . ' . . _ _____ ___... _.. _... .. .._ .. �. . .... .._ ._. ... .. _... ... _. _. .. . . .. .. ._ .. . . ..._.._....._... ..__...._.__...__... ' 12hvac •ResidenYia!&�8ght Gornrnerciai 3-iVAC l.c�acis - �I'tte Srsftware l��vela��rr�eett; ��c. � Sabr�P3umbing&Heatir�g �=k,;� � 2385 GLEh1DALE CC3VE{�1�,t��{t'Ji�C3± ' � Alymoutl�, t�iN 55�847 -�` Page 2 �f"Off'C� �t'�'�1Q1"� __ _ _ _ _ _ _ _ _ _ -- �.. _ _ ._.____ _. - -- � ;�eneral Projec# Informaiior� - - _,_ . ,_.. _..,..... . . _.��_ Pro'ect Tit _ __ __. _._ . __ _. ._ � le: 2385 GLENDALE COVE CT, ORONU i Project Date: Monday, August 2G, 2013 i Glient Name: I.DK Builders 1nc. Company Name: Sabre Plumbing And Heating Desigr� �ata __. __ __ _ ______ _ _ Ref�rence City: _ Minneapolis, Minnesoia ; Buildir�g Orientation: Fr�nt door faces Noith Daiiy Ter3�perature Range: Medium ; La#it�.�de: 44 lJegrees � Elevation: 834 ft. 1 Altitud� ��c#ar: �.970 tJutd�or Outdoor Outdoor Indoor Indoor Grains �' Dry Bulb Wef Buib Rel.Hum Rel.Hum Drv 8uib Difference Winter: -15 -15.33 8�°!o nJa 72 Na i Summer: $8 73 50% 50°l0 75 35 __. __ ;Check Figur�s ' --- _ _ __ _ . . , _ _ — - �� , Total Building Supply GFM: __ _ 928 __ C�M Per Square ff.: _ _ 0.255 ; Square ft. of Roam Area: 3,642 Square fE, Per ian: 1,25p j Volun�e (ft') of Cond. Space� 31,356 _ _, _._ _ _ ___..__ ____- .---____ _ ; 8ui�ding L.oads_ - -,- -. .__�__.__ _ _ _.. _. __ _ . _....---- ---- ___ ---,.__ __., ... : ! i Total Neating Required lnduding Ventiiation Air. 71,804 Btuh 71.804 �1BH � Totai Sensible Gain: Z2,Q02 Btuh �3 °fo ; Total Latent Gain: 12,95i Stuh 37 % 3 Total Coofing Required inciuding Ventilation Air: 34,959 Btuh 2.91 Tons (Based On Sensible + Lafient) � � . _ _ _ _ _ ; __ __- -- __ e � � , Notes ; _ _--- -- - _. _ __ __-- - . _ . _ � Rhvac is an ACCA approved Manual J and Manuai D computer program. ; Calculations are perforrned per ACCA Manual J 8th Edtion, Version 2, and ACCA P�llanuaf D. ' ; All catnputed results are estimates as buiiding use and weather may vary. � Be sure to select a unit that meets both sensible and latent loads according to the manufacfurer's performance data at � i your cfesign conditions. � I i I + ; i � i j � � � l � � . � k # � � i I � 3 ' � � I ' � ( I � � i L ._.... .. ....... ._..... ........._ .......... ......... ... .. ... . . .... . . i ...._. ...._. _. ..... . .. .. . ............... ... . . . .... ... ............ ... . ......... . . .....__ .____.... C�1rhv�c nroier.ts\(_DK- 2385 GI_FR1DAf_F� C;t�VF C;T f�RC7Nc� rhA hAnnriav Ai,n��t�t; �n�'� 7��,� A�tn } � ' Rt�vac -#�esidenf€at t�4..igliti Ctamrtaerci�[hl1�A,C;i_o�cis � � .,� �li�e aqftwat��[�eveioE�sn�nt,Inc. �� ', ��bre P1�3mk��ng�i-ieatin9 � 2385 GL�NDALE CC3VE CT,O�ONt3� = ; Plymou4ii. (v9t�l 5544? _ � '` Paqe 3; __ __ __ _. ; Lt�at� firevi�vv �e�art �� , _ __ _ _ _ �__�.�___---____��__._____, ______ ____ _._ ._._---__. _ _. ___ __ --__ -----�--; --_._� _. 7 �,�....... ._...._� __.�. _..�s____� ___W___� �.__._ _.__.�� i � Net i�.�� Sen� l�a#( Net; Sen� `'ys Sys �Ys pucti ` � Scope Ton' ffo�i� A�e�i Gain� �ain; Gain' �oss�. Htg� Ctg; AcC; 5ize; . # _ , ; Cf M CI=M Gf P�li � __ _ _ _ _ i � _ + _ _ ' . _. _._ .. ___ , .____�_, , _ 3 Duiidin9 2.9i 1.250 3,642 2.2,002 12,957 3h,959 71,$44 765 928 928 '� 5ystem 1 2.91 1.25� 3,642 22,002 12,957 34,959 73.IIt1A 765 928 �28 11x15 Ventilatior� 2,1�J'L 3,G66 5;858 14,670 Di�ct E.ateni 6.471 G471 i 'l.one: 'i 3.t>AZ f�).F31ii 2,Fi2Q 22;63v 5�F:'1:?v' 765 �7223 92� 11zi:� f� 1-Baseme�ai 1,11� 3.792 �81 4.273 19.577 262 17£S 17f3 2-$ � 2-Ylain Ffoar i,110 7,'IB2 594 7,776 17,$04 23� 336 335 d--5� ; ; 3-U�per f�loor 1,4�2 �3£33G 1,7q5 10.5E31 19 753 264 414 A1�1 4--(;i ( _____.,� ---------- -.._..�..____.____. __.._.._._..________�.__.�___. _..----______._T .. � ; i E t j I I I 1 i i j ( j � i { i { j t � ; i � � i i 7 { ( i 7 � 3 j i i � i � I � I I i i � i � � � � i _____ _ __ _..._ � __ _ ._ __ _ __ __ C:\rhvac praiectsl�bK-2385 GLENCIALE COVE C3. ORONO.rh9 t�ondav. Aunust 2F �c�� 5� �ann t (�i�v�c -�2esicfenfiat��.ight C�mm�rc�al iiVAG l.aaci� Elit�SQf�avare Deve}o�mer7t,;7ac. ' Sabre F'lumbing&�l�ating � � 2385 G�ENfi3A4..E COVE CT, QRC�NO: Plynaoutll,Mi� 5�447 '' Page� ' 7�ot�l �3urJc�irrg Stn�nmaty Lo�c�s _ _ _ _ ___ . __ __ __ Corrtpanent . __ _ Are� S�n Lat Sen Totai � C?escriptiQn -- _ �� . .. �_ . . � Quan �.oss G�in Gain Gain _ �lew consf.26: Gla�ing-NEVtf CONTSTRUCTION . 308 8,3�� () 7,29% 7,2�J7 Wi�iDOW, u-value p.31, SHGC 0.26 ; 4A-1 v-o: Gla�ing-Qouble pane !ow-a (e = 0.20 or fess), 'f 5.5 634 0 712 712 ' operabie wi�dow, e=0.20 o►i surfaee 2, vinyi frame, u- value 4.47, SNGC 0.49 � 11 P: Door-Meta!- Pcalyurethane Core 61.6 1,555 0 428 428 � 1580-10sf-2: Walf-Basement, , R-1Q board insulation to 1'i22 7,593 U 669 669 : fioor, no interior finish, 2'flaor c�epth 15B0-8sf-6: Wai!-Basement, , R-8 board insulatio� to �p8 663 0 36 36 ' floor, no interic�r finish, 6'fioor depth ' 'f2E-flsw: Waif-Frame, R-19 insulatian in 2 x 6 stuc� 2111.6 12,492 0 2,210 2,21p , cavity, no board insulation, SiL�ifl�fii11SI1, wood studs ! 16CR-5�: Roof/Ceiling-UnderAttic with lnsul�tion on Attic 1422 2,47� 0 �,081 1,081 Floor(also use for Knee Walls and Partition Ceilings), Vented Attic with Raciiant Barrier, Dark � /�sphait Shingies or Dark Metal, Tar a«d Gravel or � Membrane, R-50 insulatiQri ; 21A-20: F#oor-Basement, Concrete slab, any thickness, 2 �110 2,607 0 0 p or more feet below grade, no insulation below floor, , any floor cover, shorfest side af floor slab is 20'wide ' Subtotals for s#ruct«re: 36,332 0 12,433 12.433 ', � People: 5 1,1�0 1,50fl 2,650 '. ' Equipmenf: 4 1,30Q 1,30Q : Lighting: p � p ; 3 Ductwork: 8,327 6,471 1,337 7,80$ ; Infiltration: Winter CFM: 134, Summer CFM: 72 'f2,475 1,670 999 2,669 ; Ventilation: Winter CFM: 158, Summer CFM: 158 14,670 3,666 2,192 5,858 ; ` Exhaust: V�/inter CFM: 158, Summer CFM: 158 a � AED Excursion: 0 0 2,241 2,241 ` ! Total Building Load 7otals: 71,804 12,957 22,002 34,9�9 ' , __ _ _ � ..___... __ _ : ;Check Figures __ 1 ; _ _ _ --- --- - _ __ __..__._.. _..--------q-- __-_ _ _ _:..,- ----- .__ : . Tofal Buiiding Supply CFM: 928 CFM Per S uare ff.: 0.255 ; Square ft. of Room Rrea: 3,642 Square ft. Per Ton: 1,250 � Volume(ft') of Cand. Space: 31,356 ' __ _ _... - --- __. _ -- .., _ ... _ �Buildm� Lo�ds ._:_. .--- _ __----__. ..__ . __. _ . �:::: ..:�_.._-_ --- - _.__. ___._ . ' ; Tatal Neating Required Including Ventilation Air: 71,804 Btuh 71.804 MBN : Total Sensible Gain: 22,002 Btuh 63 % ' Total Latent Gain: 12,957 8tuh 37 °lo i ' Total Cooling Required Including Ventilation Air: 34,959 B#uh 2.91 Tons (Based On Sensible + Latent} ; _. __ � :Notes _.. .. _ _ ._. _ , :- _ ��_._. � _ ; ; ..._---- __ _ _..__ --- ----.- __ ___ _ �__----.__.' __ ____ . _:.; ; i Rhvac is an ACCA approved Manual J and Manual �computer program. ; � Calculations are perFormed per ACCA IUtanual J 8th Edition, Version 2, and ACCA Manual D. A(I computed results are estimates as building use and weather may vary. ! ' Be sure to select a unit that meets both sensible and latent laads accorcling to the manufacturer's performance data at ; your design conditions. i � � 3 i ' I � ; ; _ _ __ C:lrhuac projects�LDK-2385 GLENDA�E COVE CT, ORn�J(�.rh9 Mondav. AuauSt 2�. ��1:� 7�.5� AM t � ��r �ca�s��rr�c��€��s �rie��Jy Gs�de Gr�rn�ti�� C-��ificaf� Pcr`td!1 Q I.$I3��il<�Ulg Ccttilic2lc.r\buildin(;c¢rti6c,itc sl3all hc�M�stcd in a pcnnan��v�dy visiblc 1c�caiio�i insidc �a�r eeFyif�n�r 1�os�c�i � thu biiilding. 1'hc certificatc shali bc wii�plctrd i��•tltc htiilticr xnd sLaill liit iufutnaaUon and vatuc�01 com��onarts lisic�l iu'Iabie T*�I Ipi.;t. $��3 �E�'!��' �'AU&° ltailing Addm.�w<ofitir Uisellin�;or UM�citi�»Ua�it Cih� `�� i 23$5 GLENDALE GOVE CT �RONO N:�me o(ResiQentinl Co�elractoc At\I.icense N��urbrr LDK �.�� d Connnunil�� —� Ptau(U ��=1�1�i'�Ii� ��'�.�� .'�S.i/' ��% t��.,�. THE�l1A.A1 Ei�IVEL�P� �Abt'JtV 5Y`5i'E� � Type:Chowk Ali 7hat AppiY X Passit��(rYulun) �y� 4. ........_...... C � N C ��'' � Aetic•e(lYidr('an anif uraeinirreter�r >, >, . � � >, ot�1�r ststrnr rnniifto��irrg devici) C3 V — � � J n � � � ,� f1 % � � J -� ��.t a Q L+1 L'��7 e�i U � � `- iy •n •-� ,p -' >, � � C � N `-� a. L- Y O Insuiagian Locatian � � � � � v p R � � <s ::u �u � �d .- F N "O 'C7 � v :! U M y� _`. U! G1 f-� ,� ? i: A ci s.� :L � � C)IVscr Pie:ue L)��cribe Hcre Beto�v Enfire Slab � I�oundationlVAll ,� ..3� Type3inioration:interi exterior rintagral Pcri�uctcr of Siai�on Grs�de I2imJoist(I�ou»duti��n} � Typeiriiocat7� .�nt��axtenororintegrai sc e RimJoist{2 I�loor^r} <C.r � Typeintocation u�teriar�xteriororintegra� 'IVaU j Cciiint�,ftat � Ccilin�,t�x��lted Bnv Wiodows or c�nGtevcred a�reas t3on«s roam 4wcr gara�c �Ci° Describe at6er ins�elafed arcUs Windows&Doors Heatiog ar Coaling Ducts Oufsida Conditioned Spaces Avernge U-Pacior(e.rclxdes skyligl7ls urrd onn daor)U: Not��pplieabic,ail duexs!e>eated in ct�»ditionc:d space Solar Hcat tiuin Coefficie�rt(SHGC): .�� 12-valae MECHANICAL SY5TEMS Mak�e-up Air 5elect cr I'vpe � Appliances HeFuing Sysiem Dume�tic U1ater Haater Coolin��ysEem ti Not required per mech_code 1�aet7-ype NAT GAS t�dAT GAS R-1110A �assi.e. hlanufact�u•cr B atlt RHEEAI) B(yatlt Powered interiocked�a�ith cxh�us�t dnvicc. htode� 912S848Q80S17 PUWER VEIV7 ANA13036 Describe: fnput in �0,000 Capaciry in 5� Output i�r 3 �dter,desaribc: Ra4i�ig or Sir.c 131'US: Gailons: 1'ans: iica�t�ss: 71,&04 Hcai 22,0{12 Loc<uion of'dtFct or system: � S3ruch�re's Cfliculeted V:�1��- AFUG or 92 SEER: 13 IiSPF% Catculated 3A,r159 Tfficiencv cooliu�loadc Ciin's "round duct OK Mctchanieal YQntiloteon 5ystem "metal duct Deseribe any additiona!or combined heating or a>olin�systems if installed:(eg.t�vo iumaces or air Gombus4ioo Air Select u 7}pe -ourcc heat pu+np�vith g�s Uack-up iumacc); Not required per mech code Select Type X Pussive �� Heat Recaver Ventii<uor(}IRV) C:apacity in clins: 1_ow: 1li�l�: � Other,describc: T Energy Rccover Venfilatar(LRV)Capacity in ctins: (.c��v: tfi�ii: L.ocation ofduci or system: X Con{inuous ctihausting fan(s)ratcd cap.,��ry�„�i,»s: i ao � furnace room Locntion of tan(s),describe: MA(N ANll Iv1AS'1'LR CIATJ l-PnNASOiv1C WHIS('EP.GRN t ANS C;fin's Capaciry continuuus venii3aiion r�tc in ctins� i" FLEX 4.2 `Cotal ventilation(intonnitt�i�t+continuous}rate in efms: 2IO "uzetat dtict � �� "�.�c:�.: RM , �3dS 3n0� 31bON3�`3- ��Ni 'St130']tF16 �� I I I.^ uo r� ' �4 � �C� `—'J � �'�, ____� _.....---._...._......__...____._�............ _.....�..___._..,,,�.., r----„_,,,-•.---•-- �-,,� , _... � �� .... __.__.._..._a � �� '�...^.�7"K i,�f1,,...,� °"'"�°,.� � � 4 — �� it nnva� '' ' �sG � � �� z } ,� ai ...... . .. .... �Y N0� •{ �' 0.�T � + F� .�` :A' .. ... �r r � — � � � - ��,�« � ,..�...t�A�� .� Og�t.E 4... ..... �a •� � ♦ f 7� � ..� Y � ' ��J� � �... :i, q � '� ..�' ° r' .._ '__ � ` J � - a �� , . >�� 5 � _ , � � �� o � , ' s � ��, �_ � � � � � � � :_� �..y...� 9 .t ' M,i .a l��ip�. i� �' l� b hM «x �� :ti%aA�ML .. k'. 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' � � " � j i . -y�3 �€3 $ � ...f.. .k,< ' .��' � �x�y z� � i:� si �e," n� "4 Y, { i E .. � �� l -� r. .b�� ,� , - Y r ' `� F �,o!� �� ;§ ��+r i , £g i .�.a i- ��j�3E :a� <e ��c ' ' 3 �i� — �� 'a�a i .. _...e �.:...:�.. & . � � i ss.: � � r � � � k 1 t I � 1 1 � � 1 I t 1 C f 1 4 t_.... t !....................>.e y..�...�.._............ ......� p � a . ...�....... .� �.. ..� .. ... . ... ..... ..,�mm } .....�A ll � «4-.d _..._ . ...,, ........ „ .,.. ......._.._. .(r^f! �8...�1. ) .._....__................................._,,.,...,..,,,......,,.....,,.........�„t ....._..,............,... 4.4 Y µ. ._....�...................... _........._....._._,--+1 #'Sr GL6NUALECOVEA r� b-2G-13 �``* �.� ..� j<).«f�rt� � f oi'1 }iX4�1C1NtiY:4��L{�Y�7A( kmF3eamFitgice 4.fi€IZ5 Mau•rraL�7Yata2w.r.x E42S ' Member Data ' Description: Member Type: Beam Application: Roof Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 42 PLF Defiection Criteria: L/240 live, U180 total Dead Load: 17 PLF Deck Connection: Nailed Member Weight: 6.6 PLF Filename; KYB16 Other Loads Type Trib. C)ther Dead (Description) Side Begin End Width Start End StaR End Category Re IacementUniform(PSFI To 0' 0.00" 6' �a.00`° 'C�#' �I.QO° 40 17 5now T 1` 6 6 O Q � � � 6 6 O Bearings and Reactions Input Min Gravlty Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall WA N1�1 1.506" 2874# -- 2 6' 6.000" Wall WA NIA 1.500" 2ti74# -• Maximum Load Case Reactions Used Torapplying po�rtt foaae(orlirre loads)lo csrtying mamben Snow Dead 1 1881i� 813# 2 1861# 613# Design spans 6' 7J50"' Product: 1-3/4 x 7-1/4 x 2.OE PW LVL 2 ply PASSES DESIGN CHEGKS Connect members with 2 rows of 16d common nails at 12.0"oc Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Aflowable Stress Design Actuai AHpwable Capacity Locatio� Laading Positive Moment 4442.`# 14075.'# �4°io 3.25' Totai Laad D+S Shear 21$8.# 3544.# �9°l0 6.24' 7ptai Load D+S TL Deflection 0.1589" 0.4431" l/501 3.25" Tpiai Lqad D+S LL Deflection 0.1106" 0.33�3" L/721 3.25' Tpta!Laaci S Control: Positive Moment DOLs: Live=100% Snow=115% Roof=125% Wind=160°Jo Ait avd:�et namas au ire�oma+tss nf 1)reirmspec{ive nwlers („�cJ`{��A��a��'�. WEEKES FtIREST PF�C�[��3�T�i c�v�ona c :7 s:rs��„Rsoo sc�„q-nA c�,�e��+v:��ni i a;c.+-s HEsrrzvt r, 26ffQ CC7MC�AVE •.P,.s ..+Iz..'�.. , �xf.eri�h, a�at l�aem orpi�der,shs>wn¢n It=s 9ra+rr�rae a x;;yl'caais nss gr eniena t��u�¢s,Loeding C.ortdit�¢ns.artrf S�ana 1:sted cn L`-is sfioef P,e a x,gr��ma�t L_ro.sswr*�d:,y ..�� ".:S 9^��qnarordasi�n pm`:essiun7l as mqairea/o�a�pmval Th3s desiyn asscmee pnstlu¢t insUlleVlon aacnrziinp in tfia m.�n�,far,lurerv sp3r,rfraa�in;s-�'j"�'lA�j �N��,� � GLENDALE COVE B �-4(+-I3 � � c}:t}7ai�r �`, s ��,� �;?� � ic}fI �i�,[��c,,,.3r�� A-�;Re:ua,rx�p�e 4.rriiza 19 rxEr.rial�;I�t�.a��.:14�.1 Member Data Descrlption: Member Type: Beam Application: Roof Top Lateral Bracing: Continuous Siope: 0.00/ 12 Bottom Lateral Braang: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 42 PLF Deflection Criteria: U240 live, U180 total Dead Load: 17 PLF Deck Connection: Nailed Member Weight: 10.8 PLF Filename: KY616 Other Loads Type 7nb. Other Dead {D�scriptian) Side Begin End Width Start End StaR End Category Re 3acement Uniform(PSFI To 0' a.oa" 10' U.qq"' �0° �i.00" 40 17 Snow � i000 � i000 Bearings and Reactions Input Min Gravity Gravity Lacation Type Material Length Required Reactian Uptift 1 Q' p.000"' Wali N/A rll.� 2.011" 5982f1 -- �� 2 14' q.p00" 11�aPi N!A h!/A 2.p11" 5982#- -- Maximum Load Case Reacrion�s �.Ja�sf ra�xtt}��p�riq pa�m ivatta!•,N fir=n ens^-�mjsc r,�rttymg mnmd�nn �now Dead t a�sar� es2�a 2 4160� �823� Design spans 10' 1.75Q" Product: 1-3/4 x 11-7/8 x 2.OE PW LVL 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 18d common nails at 120"oc Minimum 2.01"bearing required at bearing#1 Minimum 2.01"bearing required at bearing#2 Design assumes continuous laterai bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actu�l A14owabte Capacity Location Lrrading Positive Moment 1517�.'# 24495."# 61°�0 5' Total Load D+S Shear 4815.# 9D81:a� 53°�a 9.57' 7otal�aad D+S TL Qeflection 0.287$" q.876A" Ll�322 5` Tatal I..oad 0*S LL Deflection 0.2001'" 0.5�J73" L1608 5' Total Load S Controi: Posilive Momsnt DOLs: Live=100% Snow=115°h Roof=125% WInd=1fi0% :�i��,za;,,;�„��.,<...,:n:>,:,��:,:,�,�x, Hscb�i;ve��•� LlSAD�fitR}-lAMEFt WEEK�S F�f2EST f'RUOIJ�TS1 c�:�:�3yt�t t :�y .�:a >.5�� u r� c ��,y�T�.n�:Ri�,t�r r i_ut 260�CC3ML7 Atf� " n rs Ce�«e�s r:..ri th�x memner' �c�st be rr3 o g is;si .r lh� A n�ng meets a�pl st 3 � �q �!�.- i -t ads i.nndin�Oortd;fionc .1 Sp t a P',':,�.-.-t ite.firs,�.in.:�.Gerovrewa�;byavial�le3zla a rorsiel;n?r,>(e5nio�af-aa3y:+kuCh�rap�ruvn3Th.lEsf>t7¢. zir ara,��.��.i�e�iailationecco�d=rga.3henen�.�tU,.i.��crs�W--�i'��.cai:r.n,st�`�'Ppi��..��c�}SJ�d� GLF.NDALE COVE C � },-�tz-13 �� ..,�� jt).)�%�rri „ I ot"i t�^vt�r:un r..:�+'�t�l �.kai�xl�ie+ayi�rl:�tk;'rne3f�..'£ ,b9�aiters:tt�l>ak.t9ri•�:t-3.t Member Data Descrtption: Member Type: Beam Application: Roof Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Conditfon: Dry Building Code: IBC/IRC Snow Load: 42 PLF Deflection Criteria: L/240 live, U190 total Dead Load: 17 PLF Deck Connection: Nailed Member Weight: 8.6 PLF Filename: KYB16 Other Loads Type Trib. Other Dead (Description) 3ide Begin End Width Start End Start End Categary ' Re Iacement Uniform PSF) To 0' 0.00" 6' 6.00" 20' 6.00" 40 17 Sriow T � sso O c� 6 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Upiift 1 0' 0.000" Wall N/A N/A 1.500'" 3911# -- 2 6' 6.000" Wall N!A N/A 1.5Q0" 3917# -- Maximum Load Case Reactions li_:t:9 roi t3pVlyin<<pctnl€acCs ic:ri:ntq iozn�Fs;tn�nYr.��.�yv�;nrr�nMwx Snow Oead 1 272Sat 1187# 2 2725# 7187# Design spans 6' 7.750" Product: 1-3/4 x 9-1/2 x 2.OE PW LVL 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common naifs at 12.0"oc Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Aliowable Capacity Lacation Lnadi�g Positive Moment 8499.°tt 163II$:�# 39°la 3.25 Tatai toad O+S Shear 298Q.� 7265.# 41°/p -O.C?6' 7aka1 l.aad D+S TL Deflection 0.1Q33" 0.4431" Lf772 3.25' Total La�d D+S LL Oeflecdon O.p720" Q.3323" Lt999+ 3.25' Total Load S Control: Shear DOLs: Live=10Q°k Snow=115% Root=125% Wind=160°/a AG yac�uut o�mna mra I�des",c�rxs oi+ne:�recpac€Wa owr�a�s �..�.�sA{.��A}��„��Ct��.� WEEKES FQREST F'RC�t�l1CT51 co�nyr,<< ass r x o 3ra;�r a � �s i o nt� F�.r kr E� 260Q f:C}MC}AVE ••Pa >'�g zi,na3:aea7 ay v,/r.tm ttta xmbsr.fiav .�t�zEds��hmvn on:hia aeaw�y n� .e-{,(E €-�d�..,�-cn,riaa's firrLa�'tls.;a�3a'rq Cttnd4f�xs and u[;srn fixted o�thFs 3'oevt Tr�aesi�rE•�zustr�e reaaw�eJ bya 9uallied de t�,ncroaan,aJ V.,ftis>iv�el as�squ;ad��rnl.pro.�s'�. :�.,,lrs.,�;:��rsn. ;�cr�±�^.rnate.letion ecsortiing trz tne manu�actu�ei s s,�ec!Rc�hcns r`JT��L;��1�7�J1�� GLENDALE COVE� fi-4fz-13 �'� � %��k; , `):ti�iil�it � C1�'� }:r4'l�l;im-�.a:�it�Rkj isnf3c:utr}:atp;tirt�Stt7:r, . Aiat�4i,al;t7-aiat�.�.vc I,17.t ' Member Data Description: Member Type: Beam Application: Roof Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Braang: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 42 PLF Deflaction Criteria: U240 live, U180 total Dead Load: 17 PLF Deck Connection: Nailed Member Weight: 8.6 PLF Filename: KYB16 Other Loads Type Trib. 4ther Dead (Description) Side 8egin End Width Start End 3tart End Categnry Re lacement Uniform PSF) To 0' O.aQ'" 6' 6.00" 2(�` 6.00" 40 17 Sncaw T �f` ssa t� C"� � sso Bearings and Reactions Input Mdn Gravi2y C�ra�ity Location Type Material Length Required Reactian Uplih 1 0' 0.000" Wali tJ/A tV1�3 1.50Q" 3911# _- 2 6' 6.000" �A+all E3'A hitA 1.5p0°' 3911# -- Maximum Load Case Reactions ��d.�:tJ��;,«t,,��,:��c«.r;f�,t;�;»sy«��,��«zt3r�,�,�� Snow t7�:ad � �rzsre ��a�# 2 272SM 1187# Design spans 6' 7.750" Product: 1-3/4 x 9-1/2 x 2.OE PW LVL 2 ply PASSES DES{GN CHECKS Connect members with 2 rows of 16d common naiis at 12.0"oc Minimum 1.50"bearing required at bearing#1 Minimum 1,50"bearing required at bearing#2 Design assumes continuous lateral brecing along the top chord. No lateral bracing required atong the bottom chord. Allowable Stress Design Actuaf Rllowable Capacity Location Loading Positive Moment 6499.'# 1638$'#� 39°!� �.25' 7otal Lnatf D+S Shear �98Q.#� 72G5.� A1°!o -t}.06' 7ata[E.naci g+S TL Deflection 0.1033" �.4431" L1772 3.25' Tot�l Lcaad D+5 LL DeflecUon Q.072Q'" Q.3323"" L6999* 3.25' Tatal Lc�ad S Cantrol: Shear DOLs: �ive=100% Snow=115% F2oo�125°h Wind=1609� AI[�,r d:�ct namw are tr�demorks af'hei�iasp�cfi;ve ow�r�ers ��,4�`A��(�� YY�.Lfi�..7('iJ!\C.�I {�I\�Llt..1'vB�Ft c,�y ani �a ca�aY � . {�c�r io oa�ny� �m��a NT R� �rv�o 26C}D CC}iV1C?AVE ••_�¢ 4 � 7 3�i. J �w tre oer.P:oa:�[.� ,bear� .�c.� .c ��.drowe�..eufa aPFI� bi d �g . f.� s a,i-.y o d�.!n�zs,5�x3 pe s I�a c«, €t�s naui T?ie.fs.-�ec m�st;�.�st.xel�j e qaei=f«d resignar ordae+q F�cia..,e�st�_:�yuirea Pa�sRRro�a; .h'e a�„i,,�r�as,u^ie�P�»du.c Erta.a7a:ici e�,erJ�-�u,�3n 3hu n3nnara...c ro s t>pn.3f;eaf.cns.S�`T�3f��..,�1��J,�3�� GLENDALE COVE E r 8-2fa-13 ��:`�"��k;��l '�):rknant ' I ot"t b:�:rt��,cu�:.�r<�ki s:m}karra}:irk,ti3x!taa�i, ��kufrrid�:el7;�+�atasu I-t..1 Member Data Description: Member Type: eeam Application: Roof Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Laterai B�acing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBClIRC Snow Load: 42 PLF Deflection Critena: L/240 live, L/180 total Dead Load: 17 PLF Deck Connection: Nailed Member Weight: 6.6 PLF Filename: KYB16 Other Loads Type 7nb. Other Dead (Description} Side eegin End Width Start End Start End Categeary Re IacementUniform PSF) To 0' 0.00" 6' 6.00" 1�' f7.OQ"' 40 17 5nativ T T sso � m 6 6 O Bearings and Reactions Input Min Gravfty Gr�avity Location Type Material Lsngth Required Reaction Uplift 1 0' O.p00" Wall Nlr� NIA 1.50(l" 267h# -- 2 6' £�.40Q" Wall NIA NiA 1.�q4"' 2�ifiA# -- Maximum Load Case Reactions uuha�zz�ac:��a�,�_oa<�stryrn�:�;�>a�:.1i<�cu��;�,. ,.�c�_� SnpW 08ad 1 1861# 813u � 1561# 613# Design spans 6' 7.750" Product: 1-3/4 x 7-1/4 x 2.OE PW LVL 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.0"oc Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allawable Capacity Location Loading Positive Moment 4442.'# 10075.Yt 44°!v 3.25' Tatal Laacl D+S Shear 21$$.# �a44.# 39% 6.2�' 7'ptal lt�ad�+S 7L Deflection C1.1a89" 0.4431" U501 3.�5' Tocal Load D+S LL Deflectlon Q.1106" 0.3323" Ll721 3.25' Total Lnari S Control: Pasitive Moment DOLs: Live=100% Snow=115%a Roof=125% Wind=160°/a n_�pn3auc:.^,emes a.�e tredemerks of thefrrespect�vo owasn_ L�^�}Q(��{jR}"{��F?�� WEEKES FC#REST PRODUCTSI � y�}'�;;Cj2P73[.y �:-!psnn Stvng-Te Ccmne y.c AE.I�,Gt TS �E E�?� 26��..��A�� .,;n�.s�.fe<r.a�3 a�ah c��,c^<-�.ber floo��oisL beam orgirtlac Ahaw3 an tFis d��w ng n:ae°�u,p3_ub�s�es-;,«cota�"sa turl i,,�c�dicg OcnA-6�ana.svd apana Ilstau an En=s s�ae: F' h„ ..» y. ilb J85F�1'�mJ6i[ �s>>t3X^Nv'hy.,tj:iHl.F'�L�BS+'�'t6rpf t{83�':g(t p@te89�iln6t 8g[(xaJ�EeC fa'ap�[4v8�TF��ig(f�9fy�.!i 893Uf1185 pFC2l;lei�RFt9i"ef�a'3 Fl�4 tdit��tp 1hn Si33n��l�.eY,it�Yf3 9_.{,W.e3��481�Rt�:� ��AV��tY1N��8 , GLENDALE COVE F �+-?G�-I,l a�',�.�:;��.`..�� i?:p C)am ° 1 a I"( 'n'c�fte:xrn��:.5 r�t;tk3 kanl�c:jm i�m,nnr-7 r�:f};!4a -�v�j}L{'I't;354[.Z,30a1�RIL.'{�{te Member Data Description: Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: U360 live, L/240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 6.6 PLF Filename: KYB16 Other Loads Type 7rib. dther Oead (Description) Side Bc�gin End Width StaR End Start End Category Replacement Uniform(PSF) Top 0` 0.00" 6' 0.(1(}" 2` CY.Dt}" 40 1 T Snow ' Additlonal Uniform(PSF) Top 0' 0.00" 6' D.Op" 2' 0.00" 40 15 Live Additional Uniform PLFI To 0' 0.00" 6' tl.t?Q" 0 1U0 Live ' T '1` sao f3� 2 sao Bearings and Reactions lnpi�t Min Gravity Gravity Location Type Material l.ength RQquired Reaction U�aliK 1 4' f�.p�Sp" Wali WA N1A 1.�t3p" 893# -- Z 6' 0.000" Wall N!A N/t� 1.5t70" 893# -- Maximum Load Case Reactians Uaed forepplying poi�:foetls(crline loads}lo carryinfl mom6a�s Live Snow D�ad 1 246# 246# 524tt 2 24fi# 246# 5��i# DG'StgC15{3at1S tia� i �sa- Product: 1-3/4 x 7-1/4 x 2.OE PW LVL 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 18d common nails at 120"oc Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous laterat bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Locatian Loading Positive Moment 1372.'t� 1qt�75'# 93°l� 3' Total Load D+p,75(L+S) Shear 717.# 55�tA.# 12%� -O.Ofi' Total Load D+0.75(L+S) TL Deflectlon O,q42q"' Q.3073" L/999+ 3' Total Load D+0.75(L+S) LL DeBection Q.4173" Q.2049" E.19�39+ 3' Total Load 0.75 L+S Control: TL Deflection OOLs: Live=10Q% Sn�w=115°lo Roof=125°/a Wind=160% �sn:�a��:,�:,;,.,3�p��3�d i,,7oH�„�,«u;;a•�s��s��<i,,,a aw-��i< LISA D�ARHAIVIEFi �lEEKES�t7R�ST PR{��UCTSt co�y��i :�ni�nyy ,aa�,si�,�:: c�mFA a c k: -�� r<c Fa E- 260iJ CC3NlCJAV� •� 3 . wh�n me v 3st,aae� a g � ta,vn or ih s d�a ng .s a €e Qe�Q t - io�t ds t�xd.�g '� 11 rs a�o Suena lisi d r t�.ffihgei '?i �7e,.�ri r.aei ne o�v?ewa3 ty a vE:ol'�tFed A _9ra•d�,qY pchr.:a�e nl ns iaa,ul�etl#a�a�ror,.�+a€ 5 Se:,f�rs as.,,m,..prcdaci l,vsU.€ai cn ,ncin3any le>thm m�3�uia<.Pwro�s s�a_:(teations .,C.s"�'��15�..��..,�l�5J��i GLENDALE CQVE G r- �-2Ci-1? ��,'�'�`�a L��i"�":1 �.�::�tn i I crt`1 kc�y Iir:vrr.r,��i ht,YU km S3cxta�C•aw;�ttz<!f{�.6 til;slxrur(s 1"kirarYmrx�.f 3:Y Member Data Description: Member Type: Beam Application: Floor Top Lateraf Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: U360 live, L/240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 16.2 PLF Filename: KY616 Other Loads Type Ttib. Other Dead (Descriptfon) 5ide Bagin End Width Start End Start End Categan/ Replacement Uniform(PSF) Top 0' �.an" 9' 6.00" 20' 6.00" 40 17 Snow Addidonal Uniform(PSF) Top 0' OAO" 9' 6.00" 13' 4.40" 40 15 Liv� Additionai Uniform PLF To 0' 4.40" 9' 6.00" 0 100 Live 9 6 0 Q � S 6 O Bearings and Reactions Input Min Gravity Gravity Locatian Type Material Length Requirad Reaction Uplift 1 Q' q.pOC1" Wall WA N/A 1.799" 8029# -- 2 9' 6.04�0" Wall N/A N/A 1.799" �029# -- Maximum Load Case Reactions Used fotappiying poknt loeds{orline loede)to ca�ng memhars Live Snow qead 1 2508# 3955# 3182# 2 2508# 3955# 3182# Design spans 9' 7.750'. Product: 1-3/4 x 11-7/8 x 2.OE PW LVL 3 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.0"oc NOTE:Nails must be applied from both sides Minimum 1.80"bearing requfred at bearing#1 Minimum 1.80"b�ring required at bearing#2 Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Alloruable Capacity Location Loading Posidve Moment 19361.'�t 382q3.'# 50°IQ 4.75' Total Load d+0.75(L+S) Shear 6381.# 13622.�# d6°l� 8.61" Total Load D+0.75(L+S) TL Deflection Q.?213'" 4.4823" �f523 A.75' Total Load D+075(L+S) LL Deflectlon 0.1336" p.3215" �./866 4.75' Total Load 0.75 L+S) Control: Positive Moment DOLs: Live=100°/a Snow=115°l Roof=125% Wind=160% Design assumes a repetitive member use increase in bending stress: d% Fs;Frod�at nnmss u:a irsdoEnS�ks of t#�eirrespeaive ow^e�� L IJ�'P��EQR�fy��R 1NEEKES Ft�REST PR{�DUCTSI c�cr+�'�rt zc33 ys .R ,�r r., n�e . at.�a�c�rsraeseklEo 26�?0 C{�MOAVE '•6�n,..��-� .�n�i ..,v e�n i.�a m�smber 310 j,�s_,knem -,E ier.,twn7+r:7 ih+s 1re�w p��ets app:iceblo Qesig�c�tanx for�ed.e,;_oadl�x3 Wr.tlitluna,a•,d 5pan�lis!r.d cr])i c sheat. ..n te,gr�++r,xt G �a«nw.5 Ey��q,ial�Re<f�gs��Fe��r�Tasiyn,�.-rss..ionaE as r�q�.�:md f�,apprvei This Castgn assur�s p�iluc°insiallat{an acoort]ieg;a Iha menu€actuiaYs speciticatlo�a 5T PAUL,MN 55108 � GLENDALE COVE;H 4-wti-I 1 `� �,�:\�"�Iw°pl {�`� t),I1am ` _ I r,f'I Kcyl3etuu'p:�i.f�(afkl lmlfcant I�sx;ux^-3.Cita:G �4�verrioa1:17�tc�txu�9�a21 Member Data Description: Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 16.2 PLF Filename: KY616 Other Loads ry� rn�. ane� �d (Description) Side 8e�in End Width StaA Eod Start End Category Replacement Uniform(PSF) Top 0` 0.00" 9' 6.00" �0' 6.Op" 40 17 Snaw Additional Uniform(PSF) Top 0' 0.00" 9' 6.00" 13' O.QO'° 40 15 Live Additional Uniform PLFI To 0' O.QO"' 9' 6.00" 0 100 Live 9 6 0 � � 9 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reactian Uplift 1 4' O.Q{l0" Wall WA N!A 9."799" 8029# -- 2 9' 6.(?(l0" Wall WA WA 1 799" 8029� -- Maximum Load Case Reactions Usod fora0G�l�ng point foads(or line IoaAs}la cartying membea Live Snow Daad 1 2508# 3955# 3182# 2 2508# 3955it 3182�i Design spans 9' 7.750" Product: 1-3/4 x 11-7/8 x 2.OE PW LVL 3 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.0"oc NOTE:Nails must be applied from both sides Minimum 7.80"bearing required at bearing#1 Minimum 1.80"b�ring required at bearing#2 Design assumes continuous laterel bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowabto Capacity �ocation Loading Positive Moment 19361.Y! 38203.`kk 50°/u A.75' Totai Load C3+0.75(L+S) ' Shear 6381.f� 13622.� 46% 8.61' 7ata1 Lcsad D+Q.75(L+S) TL Deflectlon Ct.2213" 0.4823" U523 4.75' Tatal Load D*0.75(L+S) LL Deflection Q.1336" 0.3215" U866 n 75' Total Load OJ5 L+S Contml: Positive Moment �O�s: Live=100% Snow=115°� Roo(=125% Wind=160°Jo Design assumes a repetitive member use increase in banding stress: 4°/fl . .�i�r;:f.ici nameE BEe:�sdots�;�3+s o7iY-r�r f�saf.ci'v�cwna�-;5 L E�fY I.J��iiF ifT3k3 F:,,.f\ V�EEKES FC)R�ST PFiE)C}lJGTS; rr��i�i + �� y �� ..3reco��,yi� A.�ta� rarsr�s�€� € 3 2�aG�C}�C�Mi7AVE�.. .•P a�g=s3e.a o . ¢rc nn�E f:� � ,t.b �ista3.,.,�x�wnarthtsdxx.vnpmeelssg�l�ak�le..7e;o,�n.,9a�ie�.crtnn�. '.:>ad+ngGanC�tons.. „xt _ �tnls.,.�eal �am [�p Th�-.l,...�.tYtY [ f,vtu.NuLY�tjUB��i(';��CYY�yY19l:��Sb3�qY..Y:.f3RH/>"A1&9R((U116:1'6[89f%=�Y9: ..,�VStPR.A�Su3�US?t'>[SFt,tetYa(In_:r,_64'->d'�n(]IJ ..H.Ft(i(.fllNY�v(K31.3..48!f5h6 ��°.��7��,��1,��1VC] GLENDALE COVE I F .R-26-i3 V�(�;� 4::°dam J lafl ��,t�a��cz�xz� ��:��,�r�,,;��:�.c��2�� +,��a;n�rx.��_�z: Member Data Description: Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBClIRC Live Load: 40 PLF Deflection Criteria: U360 live, U240 total ' Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 8.6 PLF Filename: KYB16 OtherLoads Type Trib. Other Dead (Description) Side Begin End Width StaR End StaR End Category Additional Uniform(PSF) Top 0' 0.00" 6" 6.00" 13' 0.00" 40 15 Live Additional Uniform PLF) To 0' 0.00" 6' 6.00" 0 1 DO Live T� '(` `� sso O G3 6 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.000" Wall WA WA 1.500" 2920# -- 2 6' 6.000" Wall t�UA WA 1.500" 2920# -- Maximum Load Case Reactions i:.x=.x1(nr anpip4n3 p:q:nt:Outi<(nrl�..ne=aa¢<;�n:,enyin¢ma^�n&F �9Y6' QBBC� 1 tH69# 1059# 2 1861# 7059# Design spans 6' 7.750" Product: 1-3/4 x 9-1/2 x 2.OE PW LVL 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.0"oc Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 4851.'# 14251.Yk 34% 3.25' Total Load D+L Shear 2224.# 6318.# 35% -0.06' Total Load D+L TL Deflection 0.0771" 0.3323" L/999+ 3.25' Total Load D+L LL Deflection 0.0491" 0.2215" L/999+ 3.25' Total Load L Control: Shear DOLs: Live=140% Snow=115% Roof=125% WInd=160% an,�:�,�:�s-:�a�Ea��+eR,t:��o�,nz��u•,p��Na LISAUEARFfAM�R WEEKES FQt2EST PRODUCTSI c„�an:�e�zeisrr � � aT cam�a�y� n€i ai Hrsaf_sEri.�c.7 2&fl0 Ct`7CtAC�Aj1E "1'a�c �s il.r h<.:ins e �e�.f�aor�a�s3�san � 1 ,�iu.h ,Ef.� dix�.g... .s ep>I-.at�iE..t�3ai� �i eriu far d . -�.3 S:t� 9�a I��.tn h s�.eet �.,t '1'hed.,F�r�m.v..1 ie-�.c.N��3il��ra ..a:..iedde�igre•ordesy��mi_,s:onsias�ea:�ircdt_.aparcva; _�_is 3•s�grs3su_.,aspm�uct natululin� ,icrzfir�lo,a 3.3efact� . _ .:�.��:nr�s �T��..�fVfN�J�J�{�� 1 ,� ' GLENDALE COVE J V-„i�-I 3 �•`� �s��'�$��1 9 33z�tn ` [�>d1 K��r«,«;.;:.€�€xM .kxntie:snxl:n}iatic��A e+�}2f± wl:itc�ri�:�Hs I.R�4xhax 4-#:7 Member Data Description: Member Type: Beam Appiication: Roof Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: (See Below} Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 42 PLF Deflection Criteria: LJ240 live, L/180 total Dead Load: 17 PLF Deck Connection: Nailed Member Weight: 6.6 PLF Filename: KY616 Other Loads Type Trib. C}ther Dead {Description} Side Begin End Wfdth StaR End Start End Categnry Addifional Ur�iform PSF) To 0' 0.00" 5' 0.00" 5' 0.00" 4£� 17 Snaw T T 5 O 0 � � 5 0 O Bearings and Reactions Input Min Gravity Gravity l.acatinn Type Material Length Required Reaction Uplift 1 0' O.Qpp" Wall N/A N/A 1.500" 902# -- 2 5' G.0C30" Wall N/A N/A 1.500" 902# -- Maximum Load Case Reactions l3 .(nrY(;il':�F'X-" L'G9��I:-1:.IC3F[:�.5 I .� 's�npW` I3�(i,� 1 623t� 2"19N 2 623d 279�t Design spans 5' 1.750" Product: 1-3/4 x 7-1/4 x 2.OE PW LVL 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.0"oc Mlnimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. No fateral bracing required along the bottom chord. Allowable Stress Design Actual Atlowabte Capacity I.ocation L�ding Positive Moment t16Q.'# 10075.'# 11°!� 2.5' 7c�tat Load C}+5 $he�r 59Q.# 5b�14.# 12°ln -O.q6' TQtc�l LoBd D+5 TL OeNecbor� Q.Q2A9° Q.3431" t1�99+ 2.5' Tot�I Load D+S LL OsNeclion 0.0172" 0.2573" 1.J999+ 2.6' To4al Load S Control: Shear DOLs: Live=100% Snow=115% Roof=125°!o Wind=160% ::,��„ ,n ,,.,,.��„��,��gw�,� .s.�,�..., USADEARHAMER c�r,r3eni{e;2o9aoysn,p�n�ssro�'r«como��Yi��at�a; �sf,;..,:_c WEEKESFORESTPRODUCTSI ,rf... ��;.,r „3.>wt.,:�r<.<<.3,0 3�. ,c•��a€,t�e�m«r�.�tr3�,�ra,Mr��n t,�s a�7�,��„e�i,s;�,.:ci�,_F,�._� �rp_,�;-;n, c � , : � r�_,t,Fsi ��790��tlt�.';4�'� �� 7t-e 3� ige<aus;ta w�;ekad!rv,�et.3a1-!I�J evsl9r�c�rer¢;as��e�rafo�aiona�as se4a:ad€nrx[:4:rox��; . :�9us��n a 7ii.v.�>*r.�, ,a a.�<, c:..d:3g.�,r r 3 s i.in3_t re3., �rq..:3'-:at:cns C�"(`{7�[,?�..��t3 rJ�1�� GLENDALE COVE K � �`� �4-13 �;�`i��.`i�� ) _iatro 1 c�f 1 � kcv[irvn��->t.Fv:Rki �k�nkls,vnt:n�isr-K{�,�:t?fi \1��ateri;�:x[).tla4�ivr l d'S1 Member Data Description: Member Type: Beam Application: Roof Top Lateral Bracing: Continuous Slope: 0.00/12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 42 PLF Deflection Criteria: U240 live, U180 total Dead Load: 17 PLF Deck Connection: Nailed Member Weight: 6.6 PLF Filename: KY616 Other Loads Type 7rib. Other Dead (Descriptian) Side Begin End Width StaR End Start End GaCegory Additionat Uniform PSF To d' 0.00" 5' 0.00" 5' �.Op" 40 17 Snow ' T T � soo � 5 0 Q Bearings and Reactions Input Min G�avity Caravity �ocation Type Material Length Required Reaction tlplift 1 Q" 0.000" Wall WA N!A 1.5qp" 9d2# -- 2 5` O.00L�" WaBI WA N/A 1.500" 9C�2# .. Maximum Load Case Reactions Uee�foravPlNng point loeds(or lina loeds)tn csr�ing m�m�ors 5now Dead 1 fi23f# 279# 2 fi23# 279# Design spans 5� t.75C7., Product: 1-3/4 x 7-1/4 x 2.OE PW LVL 2 ply PASSES DESIGN CHEGKS Connect members with 2 rows of 16d common nails at 12.0"oc Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous laterai bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress�esign Acival Atlowable Capacity Locatian Laading Positive AAan�ent 1160'# 1QQfi5'� 11% 2.5' To@al�ffad D+S Shear 69K�.# 5544.# 12°l0 •0.06' Totai LoaB D��'a TL DeFlection O.Q2A9" 0.3�131'" Ll999+ 2 5' Total Load p+S LL DeflBcGon 0.0172" 0.2573" L1999+ 2.5' Totak Loac3 S Control: Shear �OLs; Live=100% Snow=11S% Roof=125% Wind=160% ,:��:�,n��tdr:�;��.�,,,Q�,,,�n�:,�>r�r�aE�,�S�,Ur,.a ow��9 LISA[?EARHAPv1ER W�E4�ES FOR�ST PRC3C�UCTS1 er*��4c1 a,�cs E � .>e�v�:r c. .o i a �t�er,�s>�cs:n�c�� 26�3C1 COMi.}AVE .�Aa,a rG¢�_x,na,:,na en wAn�,i��e mnrrc-e<_t�a��o�s.t�e.9m ,,�nfec.h�w .�. a.¢m�iny mea:�eoCi��ab,a Casi,�n sn�.,na'uri ev�7s.Load.•�.y Con:1'.ttang,.,.d:.pans�.istl an r}r-3 unaa: m i..��.,�,�2.�k,,�,_� E t,rda:�-.��,��,Fa<-��,�.€i.r g.z a >t t.. �o-�,a r��ar.Q•�>�.•b�-��ah�:3z,H.,v�,.fl��,ac�f;��w€�as,,,,��r..,R�t��.�i�,t3 n��,,,��:�:3�r:t�,�.:3_��s�o„S �T PAUL,MN 551 QB t � GI,ENI�ALE CQVE L ti-_'ii-13 � ` �):36�rn �, ��..:,. "' 1 af 1 Krr�l3c�.:un�:�'-4litllal krr�4irwa I:ns�nm�F.t:�(t�L :�laitatieP•,I)�trhh;tsr 64:k Member Data Description: Member Type: Beam Application: Roof Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 42 PLF Deflection Criteria: U240 live, U180 total Dead Load: i7 PLF Deck Connection: Nailed Member Weight: 18.2 PLF Filename: KY616 Other Loads Type Trii�. Other Dead (Description) Side Begin End Width StaR End Start End Categary Addibonal Uniform(PSF) Top 0' p.QO" 8' 0.00" 11" �.fl�J" 40 17 Snow Point(LBS) Top 8' O.OG" 4480 3104 Snaw Additional Uniform(PSF) Top 8' 0.00" 16' 0,00" 12' Q.dO" 40 15 live Additlonal Uniform(PSF To 8' 0.00" 16' 0.00" 14' 4.00" 40 17 5npw �s o 0 � � �soo Bearings and Reactions Input Min Gravity Gravity Location Type Material Length Required Reaction Uplift 1 0' 0.00(�" Wall N/A Ntfi 3.772" 11221#� __ 2 16' O.fJ00" Wall WA RU,� 4.152" 1�352# -- Maximum Load Case Reactions t.tse<7(c,�aPv'Y'r��p�in[loads tor€Iny��rds;ta ea�ry�A_�i.iKn,r,�^n Live SnaW Oead � es�� 7tc�on a�7a� � 2��6#1 71t70# Af3�7# Design spans 16' 1.750' Product: 1-3/4 x 20 x 2.OE PW LVL 2 ply PASSES DESIGN CNECKS Connect members with 4 rows of 16d common nails at 12.0"oc Minimum 3.T7"bearing required at bearing#1 Minimum 4.15"bearing rsquired at bearing#2 Design assumes continuous lateral bracing along the top chord. No lateral 6racing required along the bottom chord. Allowable Stress Design Attuai Ailowable Capacity L.ocation Loading Positive Moment fi2Q64,'# 62587'# 99% 8° Totai Load D+S Shear 1b244.# 15295.# 66°/a 1�3.4F' Total Load D+075(L+S) TL Deflection 0.�625" 1.0764"' L13�i4 8.pt' Total Load D+S LL Deflection (1.3427" O,f3073" �f565 8' Total Load S Control: PosRive Moment DOLs: Live=1Q0% Snow=115% Roof=125% Wind=160% A;3 pmdu+:!nsmas ar Iradems�s oi t3iair�spestive rnsnsns ��„'y�(7`R`�{�J[�.�R�}'�A��+��y'�y rtr�t 3{a 5 YV1:::.L:.Rb..w�i, f'��.7i 1`�StJLJll4T�i �flN9 t( �2U13byS - �t �pTlnG:mga y. � ALLRlCkC EdE`�E�1LL� ,.��'1��Y.1'tit��y�� "f% -g..Jef;a n � �.t Fe. ilo J�s r - o J K'� h vdn n this��sN�q^eaes a�.t oI s�3� t �. I_i uads L a i � r�41' a, rnf Sp 7�.�t f .�x�hee} c:-r�rf `t�� o ?ha tlast9,m�zs�e�p,e.w3,k.t E3.�.3`€t eE,d ni 7�a ar E.es,g.,pAin.._lonn�as requiFea ts eppmvak iF3s dea�g�3 a�surrtes t�'�:�aci'..y'ail k�.n i..a J�..2�o ttF.,ma. lacti+ser s{<a.,ifa,eEla^x.J t F-t�V�.,.,��J.�2�i�ta GLENI)ALE COVE M � �f-?1a-(3 "'9�.?:an� ��,�„��, „ I ir1�I Kt�rficam�:��,.a ra.K.k1 �7nt�.unlin�;mw•d 8A:1«tv 4t:atrrratw E):�t.rl�rau•.t::I Mernber data Descri�tion: Member Type: Beam Application: Roof Top Lateral Bracing: Continuous Slope: 0.00! 12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 42 PLF Deflection Criteria: U240 live, L/180 total Dead Load: 17 PLF Deck Connection: Nailed Member Weight: 10.8 PLF Filename: KYB16 Other Loads Type Trib. Qthar Dead (Description) Side Begin End Width Start End 5tart End Categary Additional Uniform PSF To 0' 0.00" 8' 0.00" 13' 0,04" 4q 17 Snow fi '3 soo C� �d Aoo Bearings and Reactions Input Min Gravity Gravity tocatian Type Material Length Required Reaction Uplift 1 0` d.�OCJ" Wall WA NIA 1.500" 3392# -- 2 8' 6.QOn" Wall NIA NlA 1.50�" 3302# -- Maximum Load Case Reactions l'�.7foruc�glri--,u.:ifo��l .�elea3st �.�ryr.vFr...nh�'x� Snow Dead �� zaa�t� ia�3a 2 2289�> 1013# Qesign spans 8' 1.750" Product: 1-3/4 x 11-7/8 x 2.OE PW LVL 2 ply PASSES DESIGN CHECKS Connect members with 2 rows of 18d common nails at 12.0"oc Minimum 1.50"bearing required at bearing#1 Mnimum 1,50"bearing required at bearing#2 Design assumes continuous laterel bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actuat Ailawabie Capacity �.ocation Loacffng Positive Moment 672�.'# 2�488.'# 27% Q' Totai Load D+S Shear 2900.t� 9081.t� 27% -O.q6' Talai Load D+S TL Deflection (�.0822" 0.5431" L199�J+ 4' Tota3 l.oati D+S LL Deflecdon 0.057Q" O.A073" L1999+ �' Tatai Lo�d S Control: Shear DOLs: Live=100% Snow=115% Roof=125qo Wind=160°,6 i � � �,��,�,a �� ..,,n,., ,��.��«�,< <�, ,,,n,�� .h,.,�,� LISADEARHAMER WEEKES FOREST PRODUCTS\ ,�E,�ti ft r a e � � ,� .� o��,�rk�o�n��r�i�trrs�ESE zti 2600 COMO AVE ••F d v t e� �� h�>wr.�r,thrs da3w�g menw apol' blu ifas r �t-a - c.� .-3! : 3 . '9e - . ��n,a�s, .:.,�i. .Y��,<,c Y q,�.,�rt:<.� _,�,<3.>E.�< , �.�.r�.,F,�r,a��,a�,;�a=c«�y�Yg: .i�aa��T ,�,�, ,�:�,z.i�.�€,eaE� 3,..��s��,<,i��.r«�,.F:�r<.i_a .r,e�r;_t.�,R>,,5 ST PAUL,MN 55108 �,d � � GLENDALE COVE N 8-26-13 � � � . �;�� 4:38am ' lofl ?Ce7-E3eamt�4.� . knfieamF..nz;ne4.EU2r� � h�Caic�silaiki�tr3se i421 Member Data Description: Member Type: Beam Application: Roof Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 42 PLF Deflection Criteria: U240 live, L/180 total Dead load: 17 PlF Deck Connection: Nailed Member Weight: 8.6 PLF Filename: KYB16 Other Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category AddiUonal Uniform PSF To 0' 0.00" 6' 8.00" 18' 6.00" 40 15 Live T �r 6 8 D � � 6 8 0 Bearings and Reactions Input Min Gravity Grevity Location Type Material Length Required Reactipn Uplift 1 0' 0.000" Wall WA WA 1.500" 3553tt -- 2 6' 8.000" Wall WA N/A 1.500" 3553id -- Maximum Load Case Reactions ., t2�PcrxF;{ry.r;�poir3tl�ails iBle�td�;t wn�ee�,Mxsta�3r� Live Snnw Dead ^, ?si2t� 1�33f� 1032}i r ��21� 1R3� 1032# Design spans 6' 9750" Product: 1-3/4 x 9-1/2 x 2.OE PW LVL 2 ply PASSES DEStGN CHECKS Connect members with 2 rows of 16d common nails at 12.0"oc Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. No lateral bracing required along the bottom chord. Allowable Stress Design Actual Allowable Capacity Location Loading Positive Moment 6051.'# 14251.�# 42% 3.33' Total Load D+L Shear 2727.# 6318.# 43% 6.06' Total Load D+L TL Deflection 0.1011" 0.4542" L/808 3.33' Total Load D+L LL Deflection 0.0717" 0.3406" L/999+ 3.33' Total Load L Control: Shear DOLs; Live=100% Snow=115°lo Roof=125% Wind=S60°/a ., , �.,.__ n��_.,..-.��E._�,�.:,urFn�:��,s��f,v�<.w„�� LISADEARNAMER WEEKES FOREST PRODUCTS\ �vfEa tc o bYs, cy> 3�,ar z d y � 2 2600 COMOAVE q d'2 x'.e S c e 4P ffoa p St.Gka c g v - *.� n'� fra 3 �;( t t ' 1. f I.:. . C �I t tl t��. shast �,aan�3�,�.-s_ 3�u._.�,_,7�a<_�:��Eev<s,.y,�r.s�a_.�p_tf�.��,��a,��u�Gr�,�g��av�t� �. .. . .,., ,.,�_�.t.�,€ ,ait>�r.�o_, i��H,,��s��f,��t,�i.� ,.��..Er..�,r<,r,hSTPAUL,MN55108 GLENDALE COVE O � � ��-13 �� '� "' ��Y��! 4j�r,,�T, ��,�� t nf'I K�,:��,,,r�w.s��M� kzn I3r:un f eacn��(1�?b \i:ttc;i.ik..i)asi?titx't d.'.C Member Data Description: Member Type: Beam Application: Roof Top Lateral Bracing: Continuous Slope: 0.00/ 12 Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Snow Load: 42 PLF Deflection Criteria: U240 live, U180 total Dead Load: 17 PLF Deck Connection: Nailed Member Weight: 6.6 PLF Filename: KY616 Other Loads Type Tri6. Other Dead (Description) Side Begin End Width Start End Start End Category Additionai Uniform(PSF To 0' O.QO" 5'ip.00" 9' 0.06" 40 15 Live T � � s io 0 � 5 10 O Bearings and Reactions Input Min Gravity Gravity Location Type Material l�ength Required i+�''eaction Uplift 1 0' tl.(�00" Wall WA N;A 1.50Q" 1550� -- �� 2 5`1 R.040" Wall WA NIA 1.500" 1550# -- Maximum Load Case Reactions L'tsad):t�zpp;4�u 3,x�nt:E>fsds{�:6nu tn�3:la}ie oemling mam68te !_ive Snaw Dead '1 . iG"r8�n� 12fia �17A# Z 't�76� 32Gt! A74# Design spans 5'11.750" Product: 1-3/4 x 7-1/4 x 2.OE PW LVL 2 ply PASSES DESI�N CHECKS Connect members with 2 rows of 16d common nails at 12.0"oc Minimum 1.50"b�ring required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along tha top chord. No lateral bracing required along the bottom chorcJ. Ailowable Stress Design Actual Allowable Capacity l.ocation loading Positive Moment 2318'# 8761.'# 26°ip 2.92' Toiai Lnac!O+L Shear 1237.# 4821:�f 25°l� -0.06' 7ota!Lo�d O�L � TL Deflection O.Of71"' 0.3986" L1999+ 2.92' Total�t�ad O+L. LL Deflecdon q.0466" Q.299b" 1./999+ 2.9�' Tat�l Load L Control: Positive Moment DOLs: Live=100°la Snow=115°!o Roof=125°/a Wind=16�% i n.:�,�a�,a ag�es a�naa�ma��<Er��:<s,R,sve�r.��-�,� L1SA[7EARHAM�€� VUEEK�S E=OR�ST€��'C�}C7LICTSi ..y*�g�,�(G)20�3 by 'm; e.'tn .:.r '�rnFs� �.ALt.R t.YS RFSEFt ��Q{��v��.e�v� ,•P 3��. i-,t 9 c . n P.r fr o jo�t,baa�r_ ��aieE .K � �th,s emw g.-nets aap�r.ebladaeia ,'i� ��r b 3 d t n 3 w 3 ana listed or>this s�sel .u,.fn_,q�-must c_rav Fa.veb t�y .�ux[ifinn�esi�e�o.�fe:�gn i, .Eax_.x cr�.,rea,ulred ioe epozvaf.Fhis design ass�mee>>mdact a i ta,�.ut�:, �,.�..{�,�t.�tt.a .a.ufactu��a saeaiicsi�on� .'�"j'�f�71��.,��J��.P��'cj I� ,� r GLENDALE COVE P 8-?6-11 ' �� , � w %.�� ` ��.: '�:�t}€tm � 4?�� Kr:yfic-am��.�3G(tik} krti€Ic�n Ei�_.ine 4.(�(Y1F ,l3�tcriul.c IYa4tk�sc iC21 Member Data Description: Member Type: Beam Application: Floor Top Laterat Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: U360 live, L/240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 16.2 PLF Filename: KYB16 C,�ther Loads Type Trib. Other Dead (Description) Side Begin End Width Start End Start End Category AtldiGona(Uniform�PSFj Top 0' 0.00" 9' 6.00" 13' Q.OU'" 40 15 Live Addi�ic�nal Ur��forrn PLF' To 0' 0.00" 9' 6.00" 0 200 Live 9 6 0 � � 9 6 0 Bearings and Reactions Input Min Gravity Gravity Location Type Material length Requirr�d Reaction Uplift 1 0' O.00tt" Wall N/A WA 1.50t�" 4756# -- 2 9' 6.000" Wall N/A WA 1.500" 4756# -. Maximum Load Case Reactions „sed foraaCii�rv7 G��inl la3r.s(cr'.i,7e IeaQsj to c.sr�y�r.g mE3�ntw.�s LiVe Deaatf 1 2701# 2056tt 2 2Tf�tdt 2Q56tf Design spans 9' 7.750" Product: 1-3/4 x 11-7/8 x 2.OE PW LVL 3 ply PASSES DESIGN CHECKS Connect members with 2 rows of 16d common nails at 12.a"oc NOTE:Nails must be applied from both sides Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral braang along the top chord. No lateral bracing required along the bottom chord. Allowable Stress C}esign Actual Aliawable Capacity locatian Laading PpsiUve Ntomeni 11P�7tJ.'# 33220.'# 3A°lo A.75' Tatal Laad D+L Shear 378Q.# 11845.t# 31°fa 8.61' 7otal l,oad D+� �� TL DeHec6on 0,13'f1"' C}.4823"' 1.188� 4.75' Tatal�.oad C1+1. l.L DeRectaon 0.074Q" d.3215" L/999+ r4.75` TUtal�aad L Control: Positive Mament DOLs: Live=100% Snow=115�a Roof=125`Yo Wind=160% Design assumes a rapetitive meattber use increase in bending stress: 4% n:M�9�u,.t r„3�„�s��f�m:-::�r.s nrinmir�s��tRY6:;,,,,3� L.ISA C�E/�RI-€AI1rtER WEEKES FC�REST Pft�JDUC"CS1 a �c zc 3�� n g�„a7«c�mamrv�n�a.i r��cFrra n�s�r�ee 2600�C71�t1C}AL'E `f=ys ,g� 4a� . 7i n k� ii � '�d t m r;'ate;atx�w.v tFis arew��p meF33n eppf et e dee3an<nte.� inr t. 1 'a i�� i� i 3� a �rci par s i�t €� h'ii .�+.y �y hE� M1��,f .(/�p "t�a i a �g.i m:�3 a ., �[svrct�3�.�. diltt€�f<.u.1 i3,<r.,rdes Qf t�"�#9Sa_�ne:�S tE9U:tad ioraPPVYe� h o tlAx:gn SR.,UmtlC�pmduCf if15(ai�Rtlor a�caxl3��r tha lfnclu'�3� ,fWc fl.;Atr�>n^ J 1 T�t'lGJ��IYiEY��E VG GLEND�0.LE COVE Q � �,K-='fz-13 ��'�f �i;,';:I i"�� 9:�,sam � 1�!'1 keti�a�.rr,s:.�cax��f k�nHr;ua,t!,a,�.;nc.�.tzti2al 17nuct;a4s lrteaha��?�t_'I Member Data Description: Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Braang: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: LJ360 live, U240 total Dead Load: 15 PtF Deck Connection: Nailed Member Weight: 8.6 PLF Filename: KY616 OtheC l.Clads TypQ Trib. Other 0$ad (Desc�ptionj Side Begin End Width Start End Sta�t End Category Additipnal Uniiorr��PSF) Top 0' O.QQ" 8' O.QO" 13' q.q0" 40 15 Live Adciifir�nal Ur�itorm PL� Toa 0' p.OQ" 6' 0,00" 0 20Q Live '1` �` aoo � � —� soo Bearings and Reactions Input Min Grav'rty Gravity lacation Type Material Length Required Reactian Uplift 1 Q' t9.qqq" Wall N/A NtA 1.500" 3p07'# -- 2 6' �.Q00"' Wall NIA N!� 1.500" 3007# -- Maximum Load Case Reactions Us,�A frn:avPl}a:»3�x�iry;taa�i^ycr I:na!.aacs;,o.::�,A-,�m.r�.tu�ro �.ave Dead 1 1729# 128t�# 2 1729# 12$S�t Design spans 6' 1.750" Product: 1-3/4 x 9-1/2 x 2.OE PW WL 2 ply PASSES DESIGN GHECKS Connect members with 2 rows of 16d common nails at 12.0"oc Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral braang along the top chord. No lateral bracing required along the bottom chord. Allawable Stress Qesign Actuat Aliawable Capacity Location Loading PosiGve Moment �62(1."#i 14251.'# 32% 3' Tohal Load D+L Shear 2232.N 6308.# 35% -0.06' Total Load D+L TL Oeflection O.q628" 0.3073" L/999+ 3' Total Load D+L LL�i7eAecRia� 0.0359" 0.20�#9" L.r999+ 3' Total Load L Control: Shear DOLs: Live=1009�o Snow=fl5% Roof=125°h WInd=180% nu otia�<,„s.�e�e,s i�.,��Ms�i 1��a�:��Ei3vP<:�,�,��; LfSA C�EARHAMFR 'tNEEKES FC�F��ST Pf20[�UCTS1 ca��;�n,c7 r�i��s � t z rb rs Yi;�;.;��cr+r.�aes��et� 264Q COM�AIIE •'F s � �t ..:A n i(t. �rpy,tioa j< ,Ci a� F v ,�u v. . s�Jrcvnn�meete ap,�t �C7a ass gr ++t . t�r -m 3 . n r�Cnn9�tioas,a.i Spa'ns lisied cn!hia sharE ('� rtw d a�=3 3�o�t bt��,.�e:co�tya itca:�iiza 6esiq,+aror 1»a�q pwtn:ainna(ta��equ aui inro�=�mval 7 Ic.7asign a ames F.od�z_.t tr:tai7n 15�ecuan+�r?q t��as menuEacturer's sFuci��nti��ns.:^?�E A��,��J�J 1 Q� � � (iLF�iI.)�Al..ki CUVE�:(t 8-w1�-l3 �x�� ; �� r7:-�lan� " #t>�'1 k:r'�.l:tea��t-a��.d.f�tiAl %i��kkunsi:xq;,�rtc-{.ti:.r,ai h9mi�r�rts f.7r�uiu=r ld:l Member Data Description: Member Type: Beam Application: Floor Top Lateral Bracing: Continuous Bottom Lateral Bracing: (See Below) Standard Load: Moisture Condition: Dry Building Code: IBC/IRC Live Load: 40 PLF Deflection Criteria: U360 live, U240 total Dead Load: 15 PLF Deck Connection: Nailed Member Weight: 8.6 PLF Filename: KYB16 Other Loads Type Trib. C7Eher pead (Description) Side Begin End �dth 5tart End Start End Category ' AddiUonal Uniform PSF To Q' Q.SJQ" 6' 4.d0" 18' 6.00" 417 1 b �ive T T 6 4 fl � � 6 4 0 Bearings and Reactions Input Min Gr�vity Gravity Location Type Materia� Length Rec�uired Reactian Uplift 1 Q' O.Qt�O" V+JaI! I�UA E�1A 1.5t10" 3502# __ 2 6' 4.OR0" Wall NIA �11A 1.5Qp" 35Q2# -- Maximum�oad Case Reactions UeeE forepPlyng polnt loads(or!ine laeda;tr3 cac�ing mem6ers Live Dead 1 2527# 975# 2 2527# 975# D�sign sp�ns Ei� 5.75�.. Product: 1-3/4 x 9-1/2 x 2.OE PW LVL 2 ply PASSES DES[GN CHE�KS Connect mem6ers with 2 rows of 16d common nails at 12.0"oc Minimum 1.50"bearing required at bearing#1 Minimum 1.50"bearing required at bearing#2 Design assumes continuous lateral bracing along the top chord. No lateral brecing required along the bottom chord. Aliawable Stress Design Actual Atlawabte Capacity l.ocation Laading � PasiGve Moment 5573.'� 14251'# 3�'�a 3.17' Totai Load D+L 5hear 2646.# 6318.� 41�G, -O.tkS' Tataf Laad D+� Tl.Defleotiott O,OII57" 0.3240" Lf907 3.17' Tatai Lqad�+L LL C7etiectian Q.0618" C1.218Q" l.fS99+ 3.17' Total Laad� Contml: Shear DOLs: LIve=100°� Snow=115% Roof=125% Wind=lfi0% r.,,;�,�,,�,��.�,,��„E,:;,�s,-,�a��:,4r�:,F:,�eu��vaaw�,s LISADEARHAMER WEEKES FOREST PRODUCTS� n�t-�tcsz:��3css�,�nrstti�,�� c.. � r n ,:, � ;� 26{��Ct3M€JAl/� Pass.n�:'<daf�rado:�.w;iasre°n 3r�:rr6a�.t3�,or�r,n€hoomarg�mniahcu��3ttls:iraurEg :sutsaF}�I.sa�e�3eci� .,.'e�-rr:�fa:�C.cd.s._.,nA�n,rt_r�..i7�n,�.��._Fa3::'.. . .,sr�.>eoE ,��. ,�.i: ,�9� ��:��E3:��N;�.:��r�ca a��:��FeE.r=�a��:�.,g�rv5s�3„��ws��:��o r��a�,��;E,r�e a 5_ �_�.,r _c��,�,��3��iQr��,�:�.�:�rn�i�i Q��.�rF��,�,� ,�:�_<.�r1�.acE�„F�T P�l1L,fV1N 551(l8 � • r�+ bt ;� � '� � ` � ,�kA`� ��. 2014 Standardized Concrete Foundation Drawinqs SCOPE OF WORK: These drawings apply to the construction of cast-in-place concrete foundation walls for typical residential cases. These drawings are not to scale and all conditions are to be verified by the contractor. Means and methods of construction for shoring, water-proofing, insulation, flashing, control and construction joints, and all other non- structural requirements are to be by others in accordance with the Code and standard industry practice. These drawings are valid until the end of 2014. The drawings are to only be used by the contractor noted below or his authorized sub-contractors/clients. These drawings are to be provided to the building inspection department as part of the permit package. INDEX: S1 - Scope, Index, and Certification S2 - General Notes S3 -Step Footing Detail S4 - Frost Wall Detail S5- Lookout Wall Detail S6 - Full Height Wall Detail MATERIALS: Reinforcing Steel: Grade 40 (40 ksi)for#4 and smaller bars Grade 60 (60 ksi)for#5 bars and larger Rebar Substitution Notes: 1. Two#4's bundled may be used to substitute (1)#6 and vice versa provided they are of the same grade steel. 2. For vertical bars on S6, #5's may be used in lieu of#6's at two-thirds of the noted spacing. Concrete: Minimum 28 day compressive strength of 3000 psi Mix design is to be prepared by the concrete supplier to meet the projecYs requirements Backfill Soil: Sand - 30 psf/ft effective lateral pressure Sandy Clay(SC)-45 psf/ft effective lateral pressure Clay-60 psf/ft effective lateral pressure I hereby certify that this plan,specification,or report SITE ADDRESS: was prepared by me or under my direct supervision and that I am a duly licensed professional engineer Street: 2385 Glendale Cove Ln under the laws of the state of Minnesota. � City: Orono �,.1-� s �-�= / �- State: MN Zip: Craig Oswell,PE(MN#42341) 1/1I2014 Oswell Engineering and Consulting, L.L.C. 1901 E Hennepin Ave,#201 � & Project Name: 2014 Standardized Concrete Foundation Drawings Minneapolis, MN 55413 �� Description: Scope of Work, Index,and Certification Phone: 612-720-4639 �Ty, �_�' Project# 13.100 Fax: 612-886-2966 � '` Client Name: Abfalter Brothers Concrete LLC www.oswellec.com '� Client Address: 15546 Cleveland Street, Elk River, MN 55330 Page S1 of S6 '�,��, . C GENERAL NOTES: 1. Wall thicknesses noted are nominal unless specifically stated otherwise. 2. Maximum wall to footing centerline offset is 2". A minimum of 2"of footing is to extend on each side of the wall. 3. Bar laps when required are to be at least 48 bar diameters. 4. Bend horizontal bars or provide matching hooks around all wall corners and intersections. 5. Horizontal bars may be placed anywhere within the wall thickness provided 2" minimum cover is provided. 6. Allowable bar placement tolerance is 1/2". Tying is not required if tolerances are met and maintained. 7. Dowels may be drilled and installed after footing pour unless otherwise noted. Vertical bars may be embedded into footing in place of dowels at the same embedment. Vertical bars and dowels do not need to align. Dowels may be bent down for safety and covering then bent back before wall placement. 8. Sill plate sections require at least two anchors with one within 4"to 12" of each end and at all corners and intersections. Walls less than 24" in length require only one anchor. Sill plates are not to overhang face of wall without further review. 9. Anchor bolts 1/2" or larger in diameter do not require corrosion protection per IRC section R319.3 exception 1. 10. Anchor bolts may be substituted with 1/2"diameter threaded rod epoxy grouted at same spacing with 7" embed. 11. The presence of form oil on the reinforcing is acceptable for the conditions contained in these drawings. 12. Slope grade 6" minimum downward away from foundations within first 10 feet or provide Code adequate swale. 13. Do not backfill until the concrete has reached at least 70 percent of the 28 day concrete strength. Use of adequate shoring is required when the final floor and slab systems are not in place and fully anchored. 14. Maximum inside window well dimension is 72". Well walls are to be at least 8"thick placed monolithically with house walls with horizontal bars extended into them and around corners. Provide two additional vertical bars and one additional anchor bolt each side of opening. Opening header by others. COLD WEATHER GUIDELINES: The following information is general guidelines for the placement of concrete in cold weather conditions. It is the contractor's responsibility to ensure proper means and methods are followed and that the final in place product is adequate. 1. The contractor is to work with the concrete supplier to obtain a mix design which accounts for the conditions expected. Use of extra cement, early-strength concrete, and accelerators are recommended at temperatures below 20 degrees F. 2. Concrete is to be delivered to the site in a timely manner. 3. Placement of concrete earlier in the day to take advantage of latent heat of sunlight is advised. 4. Do not add additional water. Using water-reducing admixtures is recommended when required. 5. Forms are to be free of snow and ice. Do not place concrete in contact with frozen ground ,snow, or ice. 6. Preheating of rebar is not required, however it is to be free of frost, snow, and ice. 7. Use of form blankets or other approved protection is highly recommended for the top of the wall at temperatures below 10 de rees F and for the whole wall when below zero de rees F. Oswell Engineering and Consulting, L.L.C. 1901 E Hennepin Ave,#201 �� w��:*� � Project Name: 2014 Standardized Concrete Foundation Drawings Minneapolis, MN 55413 �� . Description: General Notes Phone: 612-720-4639 �, .`� �`. Project# 13.100 Fax: 612-886-2966 � '-g Client Name: Abfalter Brothers Concrete LLC www.oswellec.com Client Address: 15546 Cleveland Street, Elk River, MN 55330 Page S2 of S6 .. ,��..�`�_ � 1/1/2014 r • � Adjacent steps are to be placed no closer to either side of the beam section than twice the ', 6'-0" maximum ste height of the largest step (beam section) Optional control joint each end of beam section by others .(2)bundled#4 horizontal bars top � & bottom w/3" min clearance �" extended at least 24"minimum �Maximum applied actuall �, beyond each end of beam section � load =4000 plf uniform � -� (bar length = step height+4') , or 12,000 pound , � concentrated � `V � ( - 6" minimum thick cast-in-place � � concrete foundation wall , , � HIGH FOOTING I �------ i i i i i i � _., ._ _ �� "��""` � �� - High footing should be placed at i � 1-to-1 (45 degree)line, if high LOW FOOTING �� footing is closer to step than this i line, place beam section rebar as if it was at this line as shown FOOTING STEP DETAIL Oswell Engineering and Consulting, L.L.C. 1901 E Hennepin Ave, #201 �� «'' '�-� a Project Name: 2014 Standardized Concrete Foundation Drawings Minneapolis, MN 55413 �: Description: Step Footing Detail(NOT TO SCALE) Phone: 612-720-4639 ��. �� Project# 13.100 Fax: 612-886-2966 � ��yy _ ' � Client Name: Abfalter Brothers Concrete LLC www.osweliec.com ' e Client Address: 15546 Cleveland Street, Elk River, MN 55330 Pa e S3 of S6 ��f¢�•", +°��'� -' 1/1/2014 , . , Wall framing by others Sill plate by oth�rs w/ 1/2"diameter anchor bolts w/7" minimum embed &standard washers @ 72"o.c. max or equivalent metal strap anchors Optional slab ledge, maximum stem height is 12"w/width to match sill plate �'"� Grade to be at least 6"below top of �r wall \ <:. � ' � � � \. . !� � �� a � -�-- (1)#4 continuous horizontal bar w/in � �� 18"of top of wall -- - 6"minim�m thick cast-in-place concrete wall .-- #4 x 2'-0"long dowels @ 72"o.c. max w/5" minimum embed 8" minimum thick unreinforced �= concrete strip footing, required width to be determined per Code by others, provide frost protection per Code WALKOUT/ SLAB-ON-GRADE FROST WALL DETAIL Note: Maximum unbalanced fill height is 36"for 8"thick wall &48"for 10"wall Oswell Engineering and Consulting, L.L.C. 1901 E Hennepin Ave,#201 � �` ' ` � :, Project Name: 2014 Standardized Concrete Foundation Drawings Minneapolis, MN 55413 '� Description: Frost Wall Detail(NOT TO SCALE) Phone: 612-720-4639 - �" �� Project# 13.100 Fax: 612-886-2966 � Client Name: Abfalter Brothers Concrete LLC www.oswellec.com `� � ��: Client Address: 15546 Cleveland Street, Elk River, MN 55330 Page S4 of S6 #��, ��° �,� ' 1/1/2014 t • Wall framing by others N,: r.- Sill plate by others w/ 1/2"diameter �,�^""� anchor bolts w/7" minimum embed &standard washers @ 72"o.c. max ,�,., or equivalent metal strap anchors Grade to be at least 6"below top of wal l ♦ - (1)#4 continuous horizontal bar w/in 18"of top of wall "' 6" minimum thick cast-in-place m �' concrete wall CV" M'' #4 x 2'-0"long centered dowels w/5" minimum embed wet set or ,Footing elevation may vary below epoxy grouted in place slab, provide frost protection per 6"wall spacinq: Code 32"o.c. max for sand &24"o.c. ,-8"thick x 18"wide minimum max for SC&clay unreinforced concrete strip footing 8"+wall spacinq: (16"wide minimum for maximum 48"o.c. max for sand, 42"o.c. unbalanced grade of 2'-6"or less), max for SC, &36"o.c. max for larger footing width may be required clay for specific soil bearing conditions to be determined per Code by others LOOKOUT WALL DETAIL Oswell Engineering and Consulting, L.L.C. 1901 E Hennepin Ave, #201 �� 3��'';�"�a�� Project Name: 2014 Standardized Concrete Foundation Drawings Minneapolis, MN 55413 ��-� "�'� � Description: Lookout Wall Detail (NOT TO SCALE) Phone: 612-720-4639 � '` d �„ Project# 13.100 Fax: 612-886-2966 �� „�, Client Name: Abfalter Brothers Concrete LLC www.oswellec.com Client Address: 15546 Cleveland Street, Elk River, MN 55330 Page S5 of S6 �«��,�, �B��"�� 1/1/2014 , s Wood floor&wall framing by others „Connection of floor members to sill plate to be per Code by others „2x6 minimum sill plate w/1/2"diameter anchor bolts w/7" minimum embed&2" wide x 1/8"thick square or round countersunk washers or alternative anchor � �° m° (Anchor bolt clearance between edge of � both wall and sill plate is to be 2.5")(see table below for spacing) Grade to be at least 6"below top of wall ' Exterior top of wall may have a brick ledge provided the stem wall formed is at least 6" thick&no more than 16" high � - Continuous#4 horizontal bars, provide at � � least(2)@ 8'-0"clear,(3)@ 9'-0"clear, & _ �� (4)@ 10'-0"clear,At contractor's option: cu ' � The lowest wall horizontal bar may be a� v omitted if(2)#4 continuous horizontal bars �� are placed in the footing ' Cast-in-place concrete foundation wall w/ #6 or equivalent vertical bars placed 1.5" from inside face, see table below for spacing --. - #4 x 2'-0" long dowels @ 72"o.c. max w/ 5" minimum embed � 8" minimum thick unreinforced concrete strip footing, required width to be determined per Code by others, elevation below slab may vary BASEMENT WALL DETAIL Clear Height and Soil Type Table Notes: Wall 8'or Less 9' 10' (1)= Unreinforced if concrete is 4000 psi or if Thickness Sand SC Clay Sand SC Clay Sand SC Clay clear height is 4"less Vertical Rebar Spacing (2)= Unreinforced if concrete is 5000 psi or if 8" NA NA 36"(1) NA 36"(2) 36" 36"(1) 36" 24" clear height is 4"less 10" NA NA NA NA NA 36"(1) NA 36"(1) 36" Allowed alternate anchors are: 12" NA NA NA NA NA NA NA NA NA MAB/ST, MASA/FA3, FWAZ,or 1/2"diameter Sill Anchor Spacing expansion bolts w/6"min embed(install in Bolts 72" 72" 48" 72" 48" 36" 60" 36" 24" accordance with the manufacturer's Alternate 48" 24" 18" 36" 18" 12" 24" 12" 8" recommendations) Oswell Engineering and Consulting, L.L.C. 1901 E Hennepin Ave,#201 ��a � �`„�� r ;�'° Project Name: 2014 Standardized Concrete Foundation Drawings Minneapolis, MN 55413 '� Description: Full Height Wall Detail(NOT TO SCALE) Phone: 612-720-4639 q �'� Project# 13.100 Fax: 612-886-2966 �' � � Client Name: Abfalter Brothers Concrete LLC www.oswellec.com ` + Client Address: 15546 Cleveland Street, Elk River, MN 55330 Page S6 of S6 � -"`" `� �� 1/1/2014 l t 2014 Standardized Top of Foundation Wall Support Drawings SCOPE OF WORK: These drawings apply to the construction of top of full height cast-in-place concrete, insulated concrete form, and masonry basement foundation walls for typical residential cases. These drawings are not to scale and all conditions are to be verified by the contractor. Means and methods of construction for shoring, water-proofing, insulation, flashinq, and all other non-structural requirements are to be by others in accordance with the Code and standard industry practice. These drawings are valid through December 31, 2014. The drawings are to only be used by the contractor noted below or his authorized sub-contractors/clients. These drawings are to be provided to the building inspection department as part of the permit package. INDEX: S1 - Scope, Index, and Certification S2 - General Notes S3 - Standard Bearing Wall Detail S4 - Standard Non-Bearing Wall Joist Blocking Detail S5 - Bottom Chord Bearing Truss Non-Bearing Wall Detail S6 -Top Chord Bearing Truss Non-Bearing Wall Detail MATERIALS: Concrete: Minimum 28 day compressive strength (F'c) of 3000 psi Masonry: Minimum 28 day prism strength (F'm)of 1500 psi Backfill Soil: Sand - 30 psf/ft effective lateral pressure Sandy Clay-45 psf/ft effective lateral pressure Clay-60 psf/ft effective lateral pressure I hereby certify that this plan,specification,or report SITE ADDRESS: was prepared by me or under my direct supervision and that I am a duly licensed professional engineer under the laws of the state of Minnesota. Street: City: v�_�S C�.-`a�� State: MN Zlp: Craig Oswell, PE(MN#42341) 1/1/2014 Oswell Engineering and Consulting, L.L.C. 1901 E Hennepin Ave,#201 s.�� ",� :��a.� .� Project Name: 2014 Standardized Top of Foundation Support Drawings Minneapolis, MN 55413 a' *�� Description: Scope of Work, Index, and Certification Phone: 612-720-4639 e ' � -��, �� Project# 13.100 Fax: 612-886-2966 � `' ' Client Name: Abfalter Brothers Concrete LLC www.oswellec.com �'� '� �' Client Address: 15546 Cleveland Street, Elk River, MN 55330 Page S1 of S6 �Yr��;'�" ` '��W�F�* ► � GENERAL NOTES: 1. Do not backfill until the concrete has reached at least 70 percent of the 28 day concrete strength. Use of adequate shoring by others is required until the final floor and slab systems are in place. 2. Slope grade 6" minimum downward away from foundations within first 10 feet or provide Code compliant swale. 3. Sill plate sections require at least two anchors with one within 4"to 12"of each end and at all corners and intersections. Walls less than 24" in length require only one anchor. 4� Sill plates may overhang the foundation wall a maximum of 1.5" provided all noted clearances are met. 5� Use of multiple sill plates is not allowed unless specifically noted. 6. Anchor bolts 1/2"or larger in diameter do not require corrosion protection per IRC section R319.3, exception 1. �� Anchor bolts may be substituted with 1/2" diameter threaded rod epoxy grouted at same spacing with 7" embed. 8. All premanufactured connectors and anchors are to be installed in accordance with their manufacturer's recommendations. 9. This packet applies to full height walls less than ten feet in clear height supporting unbalanced fill only. This packet does not apply to lookout and frost style walls. The details in this packet are not limited by wall length or plan dimensions. 10. This packet applies to traditional floor joists, I-joists, and trusses. All floor members are to bear at least 3.5" on the sill plate unless noted otherwise. Sill plates are not to overhang wall the face of the wall without further review. 11. Sill plates may need to be larger than the minimum to meet Energy Code or other requirements. The exact size of the sill plate is the responsibilty of the contractor. 12. Alternate anchors may be Simpson MAB, Simpson MASA, USP ST, USP FA3, Simpson FWAZ, or 1/2" diameter expansion anchors with 6" minimum embedment, or an equivalent manufactured anchor. TOP OF WALL ANCHOR SPACING TABLE Alternative to IRC Table R404.1(2) CLEAR gACKFILL SOIL TYPE HEIGHT(Top HEIGHT SAND SANDY CLAY CLAY of Siab to Top ABOVE SLAB ANCHOR ALTERNATE ANCHOR ALTERNATE ANCHOR ALTERNATE of Wall) BOLT ANCHOR* BOLT ANCHOR* BOLT ANCHOR' 7'-6" 72" 48" 72" 24" 48" 16" 8'-0" or less 6'-6" 72" 72" 72" 48" 72" 32" 5'-6"orless 72" 72" 72" 72" 72" 72" 8'-6" 72" 36" 48" 16" 32" 8" 9'-0" 7'-6" 72" 64" 72" 32" 56" 16" 6'-6"orless 72" 72" 72" 64" 72" 32" 9'-6" 64" 24" 40" 16" 24" 8" 10'-0" 8'-6" 72" 40" 56" 24" 40" 16" 7'-6"or less 72" 72" 72" 32" 64" 24" = see note 12 above for alternate anchor options � ., > Oswell Engineering and Consulting, L.L.C. 1/26/2012 ��_ �m°� ��.��P� Project Name: 2014 Standardized Top of Foundation Support Drawings Minneapolis, MN 55413 ��, "�` Description: General Notes Phone: 612-720-4639 �'" Project# 13.100 Fax: 612-886-2966 '° w� Client Name: Abfalter Brothers Concrete LLC www.oswellec.com Client Address: 15546 Cleveland Street, Elk River, MN 55330 Page S2 of S6 ` �' ` � � �: 1/1/2014 , r Wood floor joist, I-joist,or trusses&wall framing by others See table below for _._ connection of each floor 2x6 minimum sill plate w/1/2"diameter member to sill plate �" anchor bolts w/7"minimum embed&2" wide x 1/8"thick square or round countersunk flush washers or alternative � anchor(see table on S2 for spacing) µ�N� (Anchor bolt clearance between edge of ' 6"Min Foundation wall per Code by others-- - both wall and sill plate is to be 2.5") (clear height is measured from top of basement slab to top of foundation wall) TYPICAL TOP OF FOUNDATION WALL DETAIL FLOOR MEMBER TO SILL PLATE CONNECTION TABLE Alternate to IRC Table R404.1(1) CLEAR BACKFILL TYPE CONNECTION TYPE HEIGHT FLOOR (Top of Slab MEMBER CLASS to Top of SPACING SAND SANDY CLAY CLAY (weakest to DESCRIPTION Wall) strongest) 16" A(note 5) A(note 7) C (3)0.131"diameter x 3"long toe/top 8'-0"or �9 2�� A(note 6) B C A nails less 24" A(note 7) C C B (3)0.148"diameter x 3"long toe/top 16" A(note 7) C C nails 9'-0" 19.2" A(note 7) C D C USP LJC or USP MPA1/Simpson 24" B C D A35(see note 4) 16" B C D impson , impson . Simpson U2.37/4, USP LJQ, or(2) 10'-0" 19.2" B D D � USP MPA1/Simpson A35(see notes 24" C D D Notes: 1. Simpson FWANZ requires 1.125"minimum OSB rim and must be located within 5"the floor member. For trusses, it must be in contact with the member or 2x4 minimum continuous bottom bracing must be provided. 2. USP LJQ must be sized appropriately for the actual floor member width. 3. Floor members must be at least 3"wide when tw�o Simpson A35/USP MPA1's are used. 4. Connection C may be installed at every other floor member if the number of anchors is doubled. 5. As an alternative, connection C may be installed at every fourth floor member. 6. As an alternative, connection C may be installed at every third floor member. 7. As an alternative, connection C may be installed at every other floor member. Oswell Engineering and Consulting, L.L.C. 1901 E Hennepin Ave,#201 ��,�'� :�°_-�; A�° � Project Name: 2014 Standardized Top of Foundation Support Drawings Minneapolis,MN 55413 ��: �� ' � � Description: Typical Bearinq Wall Detail Phone: 612-720-4639 ��. �.,� Project# 13.100 Fax: 612-886-2966 � xa' Client Name: Abfalter Brothers Concrete LLC www.oswellec.com ��": � � Client Address: 15546 Cleveland Street, Elk River, MN 55330 Page S3 of S6 ��„ �^ ��'�� ' �:�� 1/1/2014 r , Nail the floor sheathing to the . blocking w/at least(12)0.131" diameter x 3"long nails evenly spaced Wall framin g,joists,&structural rim by others '� __._ _ ____ . ................. __....__,,..,_,,,,.,, �_......._ . See note 4 for spacers as required �, .,, at mechanical only f.. -- Use Class D connection from S3 for blocking to sill �.: 2x6 minimum sill plate w/1/2" diameter anchor bolts w/7" minimum embed&2"wide x 1/8" Install fuli height 2x or I-joist ' thick square or round countersunk blocking as required to achieve flush washers or alternative anchor the nailing noted(minimum of (see table on S2 for spacing) two spaces),spaces used do not (Anchor bolt clearance between need to be next to each other if edge of both wall and sill plate is to spaces between are blocked per be 2.5"), NOTE: Sill plate may note 4 have to be increased to 2x8 to fit JOIST BLOCKING DETAIL ��ass�connectors Blocking spacing to match anchor bolt spacing (see S2) NOTES: 1. Floor sheathing is to be 3/4"minimum thick OSB/plywood installed in a staggered pattern. Nail to floor members with 0.131" diameter x 3"long nails at 6"o.c. at all panel edges/perimeter and 12"o.c.at all intermediate supports or an approved equivalent 2. Blocking shown may be replaced with pre-manufactured blocking provided it can resist at least 1500 pounds of lateral compression. 3. Toe nail blocking members in place as required for stabiliy. 4. Bays containing blocking do not need to be directly next to the wall or each other provided 2x4 spacer blocking is installed between them as shown. Toe nail spacers in place as required. 5. Full height blocking may contain 4"diameter maximum holes if required for electrical/plumbing. Provide at least 3"edge clearance for all holes. 6. All nails are to be spaced in members such that splitting does not occur. 7. Foundation wall is to be per Code�y others. Oswell Engineering and Consulting,L.L.C. 1901 E Hennepin Ave,#201 q�� <«- �%; Project Name: 2014 Standardized Top of Foundation Support Drawings Minneapolis,MN 55413 ��` �. Description: Standard Non-Bearing Wall Joist Blocking Detail(NOT TO SCALE) Phone:612-720-4639 �, �,. Project# 13.100 Fax: 612-886-2966 ' Client Name: Abfalter Brothers Concrete LLC www.oswellec.com R�: Client Address: 15546 Cleveland Street, Elk River, MN 55330 Page S4 ofS6 ��'� �� ; °��y :� 1/1/2014 � � r Nail the floor sheathing to the blocking w/at least(12)0.131" diameter x 3"long nails evenly spaced Wall framing,trusses, &structural rim by others � __.. . _.....____._.. _...��_ . __ � __ .��. ,See note 4 for spacers as required at mechanical only . • • . .�..-� i� �� .� ��.�� ,��Use Class D connection from S3 for blocking to sill � -Nail rim truss bottom chord to sill H��°��. � �v..�. � � • plate w/0.148"diameter x 3"long ,. . = nails @ 6"o.c. tiw• � Install 2x4 minimum flat blocking between trusses as required to achieve the nailing noted 2x6 minimum sill plate w/1/2" (minimum of two spaces),spaces diameter anchor bolts w/T' used do not need to be next to minimum embed&2"wide x 1/8" each other if spaces between are thick square or round countersunk blocked per note 4 flush washers or alternative anchor (see table on S2 for spacing) (Anchor bolt clearance between Install 3/4"minimum thick OSB/plywood to one `` edge of both wall and sill plate is to side of 2x4 blocking w/(6)0.131"diameter x 3" be 2.5"), NOTE: Sill plate may long nails top&bottom OR 1/2"minimum thick have to be increased to Dc8 to fit OSB/plywood to each side w/(4)0.131" Class D connectors diameter x 3"long nails top&bottom BOTTOM CHORD BEARING TRUSS BLOCKING DETAIL Blocking spacing to match anchor bolt spacing (see S2) NOTES: 1. Floor sheathing is to be 3/4"minimum thick o6B/plywood installed in a staggered pattern. f�il to floor members with 0.131"diameter x 3"long nails at 6"o.c.at all panel edges/perimeter and 12"o.c. at all intermediate supports or an appro�ed equivalent. 2. Blockinq shown may be replaced with pre-manufactured blockinq provided it can resist at least 1500 pounds of lateral compression. 3. Toe nail blockinq members in place as required for stabilty. 4. Bays containing blocking do not need to be directlynext to the wall or each other prouded 2x4 spacer blocking is installed between them as shown. Toe nail spacers in place as required. 5. OSB/plywood blocking maycontain 4"diameter ma�amum holes if required for electrical/plumbing. R�ovide at least 3"edge clearance for all holes. 6. All nails are to be spaced in members such that splittinq does not occur. 7. Foundation wall is to be per Code bv others. 8. Do not cut rim truss bottom chord br any reason. Oswell Engineering and Consulting,L.L.G 1901 E Hennepin Ave,#201 ` � _ Project Name: 2014 Standardized Top of Foundation Support Drawings Minneapolis, MN 55413 "� Description: Non-Bearing Wall Bottom Chord Bearing Truss Blocking Detail(NOT TO SCALE) Phone:612-720-4639 �� Project# 13.100 Fax:612-886-2966 �� ._ =:.�.: Client Name: Abfalter Brothers Concrete LLC www.oswelleacom ^ Client Address: 15546 Cleveland Street, Elk River, MN 55330 Page S5 of S6 � �,� ��f 1/1/2014 � , , � Nail the floor sheathing to the - blocking w/at least(12)0.131" diameter x 3"long nails evenly spaced Wall framing,trusses,&structural rim by others �. ,,.. -, Additional sill plates as required by others to match truss top chord depth "2x6 minimum sill plate w/1/2" > = diameter anchor bolts w/7" � ' � v; minimum embed&2"wide x 1/8" Install 2x4 minimum flat blocking ' thick square or round countersunk between trusses as required to flush washers or alternative anchor achieve the nailing noted (see table on S2 for spacing) (minimum of second space) (Anchor bolt clearance between edge of both wall and sill plate is to Install treated double 2x blocking ripped to fit ' be 2.5") height of sill plates in first bay TOP CHORD BEARING TRUSS BLOCKING DETAIL Blocking spacing to match anchor bolt spacing (see S2) NOTES: 1. Floor sheathing is to be 3/4"minimum thick OSB/plywood installed in a staggered pattern. Nail to floor members with 0.131"diameter x 3"long nails at 6"o.c. at all panel edges/perimeter and 12"o.c. at all intermediate supports or an approved equivalent. 2. Toe nail blockinQ members in place as required for stabilty. 3. All nails are to be spaced in members such that splittinq does not occur. 4. Foundation wall is to be per Code by others. Oswell Engineering and Consulting,L.I.C. 1901 E Hennepin Ave,#201 w�, �. �� - Project Name: 2014 Standardized Top of Foundation SuppoR Drawings Minneapolis,MN 55413 �, ��' .N� DesCription: Non-Bearing Wall Top Chord Bearing Truss Blocking Detail(NOT TO SCALE) Phone:612-720-4639 1�'.� Project# 13.100 Fax:612-886-2966 �� Client Name: Abfalter Brothers Concrete LLC www.oswelleacom ''`"� Client Address: 15546 Cleveland Street,Elk River, MN 55330 Page S6 of S6 ,��`�`, � �.�,�a�_�. 1/1/2014 ;� V � CITY OF ORONO CALLED IN � 1��E �I�T�ME INSPECTIO T C , p SCHEDULED 3� ( � PERMIT NO. �`�-�� COMPLETED ADDRESS Z3S� ��er�,�.� C�.P OWNER TELEPHONE NO. ��2 ��2 6`� CONTRACTOR �4�� t`'�"'�"''� � DESCRIPTION � ly ❑ FOOTING O PLUMBING FINAL ❑ EXCAV/GRADING/FILLING � ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORENVETLANDS y O ❑ FRAMING ❑ MECHANICAL FINAL ❑ TREE REMOVAL Z ❑ INSULATION O WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS � ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT v ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP _ ❑ L ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL J ❑ p ❑ SEPTIC FINAL ❑ FOUNDATION/HEMOVAL 2 N CTOR TO MEET YOU:_YES_NO � COMMENTS• � W a � � O � � O � W � Q � 2 W � w � j W ❑WORKSATISFACTORY:PROCEED ❑ PROJECTCOMPLEfE � ❑CORRECT WORK 8 PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY W 0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY � BEFORE COVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. ❑ pHOTOTAKEN INSPECTOR WILL REfURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOF ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in dvance 249-46�� OwnerfContractor on site: Inspector. White Copyllnspector's File Canary CopylSite Notic S� �DA7� TIME �/ CITY OF ORONO CALLED IN <<� INSPECTION O��C/E D 0�� SCHEDULED � � PERMIT NO. � `f COMPLETED ADDRESS a� . 5 �2��,�C,Z1[x t�u[� OWNER TELEPHONE NO. Zlv?7 Z�J3 �7�' CONTRACTOR S[.t,f T 1.(�� DESCRIPTION ` � � ❑ FOOTING ❑ PL BING FINAL ❑ EXCAV/ DING/FILLING y ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS � ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT J ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP � ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL v�PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL 2 OWNERICONTRACTOR TO MEET YOU:_YES_NO � COMMENTS: °` u- 6•- u� v � P�c s�� -- a � �� ,� .�,�,s�. �s !�A lA��. �- 0 � � ° �?GL � �b �c ✓ W � Q � 2 W � W � � � O � ❑WORK SATISFACTORY:PROCEED ❑ PROJECT COMPLEfE W ❑CORRECT WORK&PROCEED ❑ ISSUE CERT�FICATE OF OCCUPANCY � ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORECOVERING PERMANENT ❑CORRECTUNSAFECONDITIONWITHIN HOURS. � pHOTOTAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Ca1 xt inspection 24 hours in advance. (952� 249-4600 Own Contractoronsi : ��1�� Inspector. W e Copyllnspector's File Canary CopyfSfte Notice `% l�� C-`� DATE L%�� TIME� CITY OF ORONO CALLED IN INSPECTION NOTIC �(p�,�cHEDULED �? Cc� 2: .�C� PERMIT NO. COMPLETED ADDRESS Z �J' � � C1�, �-�✓1 C�a I� CO�� OWNER TELEPHONE NO. �(06'� �'✓. �7�Z CONTRACTOR � DESCRIPTION �� L�-VY\� �1/�1Q�-� � W ❑ FOOTING ❑ DEMO-FINAL ❑ SEPTIC FINAL Q ❑ POURED WALL ❑ PLUMBING RI ❑ EXCAV/GRADING/FILLING y ❑ FOUNDATION WATERPROOF �LUMBING FINAL ❑ TREE REMOVAL Z ❑ RADON SLAB ❑ MECHANICAL RI ❑ SITE INSPECTION Q ❑ FRAMING ❑ MECHANICAL FINAL ❑ PROGRESS � ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ COMPLAINT Q ❑ FINAL ❑ WATER HOOK-UP ❑ FOLLOW-UP _ ❑ AS BUILT-SURVEY ❑ SEWER HOOK-UP ❑ HARD COVER REMOVAL v ❑ DEMO-SITE ❑ S PTIC INSTALL ❑ FOUNDATION/REMOVAL 2 OWNERICONTFiACTOR TO MEET YOU: YES_NO � COMMENTS: --r� � t/!l �;�•i�r Sc�� ./er� a � J O � w6i K �o-�bl� ' 0 � W � �//wti. �i .�jr��LQ Q � 2 W � W � j d W� ❑WORK SATISFACTORY:PROCEED �EB,OJECT COMPLEfE W ❑CORRECT WORK 8 PROCEED ❑ISSUE CERTIFICATE OF OCCUPANCY 0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE CWERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ pHOTO TAKEN INSPECTOR W{LL REfURN ❑STOP ORDER POSTED.CALL INSPECTOR �CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952� 249-460� OwnerlContractor on site: Inspector.� White Copyllnspector's File Canary CopylSite Notiee pqT TIMEV CITY OF ORONO ��73 CALLED IN /0 � INSPECTION NOTICE rDb 7,�sCHEDULED —7 7� �/%� PERMIT NO. �`'COMPLETED ADDRESS � � OWNER T LEPHONE NO� 5 - 7$� CONTRACTOR � � DESCRIPTION �` q �S � � � FOOTING ❑ PLU BI G FINAL ❑ EXCAV/GRADING/FILLING Q ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORFJWETLANDS y ❑ FRAMING O MECHANICAL FINAL ❑ TREE REMOVAL � ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Z Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS � ❑ FINAL ❑ SEWER HOOK-UP ❑ COMPLAINT � ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ FOLLOW-UP _ ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL J ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ FOUNDATION/REMOVAL 2 OWNERICONTRACTOR TO MEET YOU:_YES_NO - � � COMMENTS: plS�� 4 ' DO6 75� - /�l0�10- ts /��K�_ a k�• .f.�f�,. - D� Ti°R�e/Ge - O j / � 0 /1b5� �rX�, - d�r�� -rn. v• �i � - �2�w►vu e rao� veK,�` �'a,os ° I�tJo�� cd/'►�t.G�a t: - ,rbi.�t��,�c1�9 Q �?t��( .� l��D6 7.3 - q�s /�.�� a�o - E� li.��P��s z b�tk �'�s- b� � - Ve.�� -' �ic��s�`s-E �.�� avp !�/a�- � -F�,��S�i Lr15L�4//�rc re��Sz��S -E .i%�/'c.�a--► 2� J ¢_ �lEr.�...0 �'�K2 l�+O — ✓ -Yi„c�'� W ❑WORK SATISFACTORY:PROCEED �ROJECT COMPLEfE W �QSPECT WORK 8 PROCEED ❑ I'SSUE CERTIFICATE OF OCCUPANCY O ❑CORRECT WORK,CALL FOR REtNSPECTION TEMPORARY V BEFORECOVERING PERMANENT �CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ pHOTO TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (J52� 249-4600 OwnerlConUactor on site: Inspector. ti White Copyllnspector's File Canary CopylSite Notice