Loading...
HomeMy WebLinkAbout0141482-Building (3 seasons room) CITY OF OSHKOSH No 141482 OSHKOSH BUILDING PERMIT - APPLICATION AND RECORD ON THE WATER Job Address 780 FOX FIRE DR Owner R D /CHERYL L HARLES Create Date 06/08/2010 Designer Contractor PORTSIDE BUILDERS, INC. Category 111 - Single Family Addition Plan Type • Building Q Sign Q Canopy Q Fence Q Raze Zoning Class of Const: Size Unfinished /Basement Sq. Ft. Rooms Height Ft. ❑ Projection Finished /Living Sq. Ft. Bedrooms Stories Canopies Garage Sq. Ft. Baths Signs Foundation • Poured Concrete 0 Floating Slab Q Pier Q Other Q Concrete Block Q Post Q Treated Wood Occupancy Permit Required Occupancy Fee $0.00 Flood Plain Height Permit Park Dedication # Dwelling Units 0 # Structures 0 Use /Nature SFR/ Constructing a 125(14' three seasons room addition on the existing house. This permit also includes a 3'x4'8" landing that will of Work connect to the existing deck. Engineering is in the file for connection details for wall bracing. 12" piers will be installed. HVAC Contractor Plumbing Contractor Electric Contractor P &J KAMPO ELECTRIC INC Fees: Valuation $18,000.00 Plan Approval $50.00 Permit Fee Paid $136.00 Park Dedication $0.00 Issued By: Date 06/14/2010 Final /O.P. 00 /00 /0000 ❑ Permit Voided Parcel Id # 0657000000 In the performance of this work I agree to perform all work pursuant to rules governing the described construction. While the City of Oshkosh has no authority to enforce easement restrictions of which it is not a party, if you perform the work described in this permit application within an easement, the City strongly urges the permit applicant to contact the easement holder(s) and to secure any necessary approvals before starting such activity. I have read and-wyderstand the a men ed info ation. Signature )) s+��� y . l 2' Date !mot- �y 2'0M ' Agent/Owner Address 980 AMERICAN DR NEENAH WI 54956 - 1363 Telephone Number 920 - 727 -4874 To schedule inspections please call the Inspection Request line at 236 -5128 noting the Address, Permit Number, Type of Inspection (i.e. Footing, Service, Final, etc.), Access into Building if Secure (how do we gain entry), your Name and Phone Number. Unless specified otherwise, we will assume the project is ready at the time the request is received. Work may continue if the inspection is not performed within two business days from the time the project is ready. City of Oshkosh Inspection Services Division P O Box 1130 Oshkosh, WI 54903 -1130 Phone: (920) 236 -5050 Fax: (920) 236 -5084 OfHKOfH Building Permit Application ON THE WATER If you are a contractor participating in the Permit Fee Account System and have adequate funds, check here if you want this processed through your account fl JOB ADDRESS 7 'o -t-c, X " 2 —E OWNER • akerkA C 4 E 5 CONTRACTOR ���� dc. 1QS 4 L.A; l (0 I am the: ❑ Owner OR t4 Contractor USE CATEGORY Single Family ❑Duplex ❑Multi - Family ❑Rental ❑Commercial ❑Industrial Work being done: ❑ Addition ❑ Deck/Porch/Patio ❑ Driveway/Parking ❑ External Remodeling ❑ Fence/Hedge/Kennel ❑ Garage/Utility Structure ❑ Handicap Ramp ❑ Hot Tub /Spa ❑ Internal Remodeling ❑ Sign/Canopy /Awning ❑ Stair/Handrail ❑ Stove/Fireplace ❑ Swimming Pool ❑ Wrecking Permit ❑ Other Additional information, such as plan submittal and approval, may be required before issuance. Fliers, located in the hallway, may be referenced to note if any additional information is necessary. ❖ Full description of work being done: Z 1 14 ` J�- SiJ�lti_ Any work not included in this application is not permitted. Value of the job $ 8 , U U v (Value for materials and labor is required to ensure consistency in accessing permit fees for all applicants.) PLEASE READ, SIGN, & DATE: I certify the above information is complete and accurate. Any deviations from the above submitted information may require additional permits to be obtained. I acknowledge and agree to these terms. C (� tie V Name: (Please print) a- �� Signature: .2‘.V Date: 3/02 f F • i ' • ,,,,..) Archadeck of the Fox Cities 126 . 78' P.O. Pox 753 Oshkosh, WI 5 3C2 (920) 231 -7473 780 • (800) 6E3-DECK (3 c>SC- Cal i '‘)1" VI _.._...,.... 1 _5 ''( - " CA) - q / 77 ' S 4 Le fi ry � � 2 1 ' I � ' ,, 48' - 129.94' ____I . e p r r ^ _ vo a °' e -'e �• e " .....9 r .. r . r W O e Q 4 N ,-, _ . liEgpAt; 0 4;riarn ^ (n • V1 O ot �o e " ° r e _ c' O° " ` n- a �'? ° r > Cl. O fC� S~ e - e 0 6 C o x °' ne °4 m C r CD CD 0,16.4.)( F41 pf ' d A go t tv, _ Ali_iiiiiii NA � ME: RD CHERYL HARLES LOCATION: RD : FOX FIRE OSHKOSH _ =_ DRAWN I JOE ENGLFSERt _ DATE: APRIL 7010 - - - - = SCALE: 1/4" • IV !) ° e ■ - - = - - - 1 14'-0" l 0 6' -0" I _9 Y l .. 3 SEASONS • 4 i SUN ROO V J : 1I T i 4 14.-s" / ' -0 x 6 -0 5 -0 x 6 -0 14 -0 15' -8" 1. QQJ"' A -; , W E 1 EXISTING C)-1' ‘&)C\ /" P001 DECK O iji `` V l� ® q \`'i.2-`') <".. Harles Residence Shear Wall Structural Calculations Oshkosh, WI Prepared for Portside Builders, Inc. Sturgeon Bay, WI Design Criteria: Date: 6/7/10 1. Design per Code (IBC -06) y .Pk, , ii Index Sheet - Number Description Date Revision N ' ` 1 Design Calculations 6/7/10 . 2 Wind Load 6/7/10 ` 3 Wind Load Distribution 6/7/10 7-Apr Shear Wai 6/7/10 t 8 • 6/7/10 . : • � 9 ` a .- At, , 6/7/10 ._° , ,./ a -, ,, -'4. *4 de , tfoscoivs**st This C 6ation is limited to the structural design of cn BENJAMIN T. structura components of this curtain wall system. It does NOT include responsibility for: o GERQLD a. i E -38018 — KEWAUNEE, it p w sc. .= `y ** afllti�ttlttll y � \ LT " ....c_doe PPP- - Cur At, etr J. Sir WI ` a t o ,X 0 i 0, I •/ v s g 90 t f ib 'Xr / ti,„ A . 1P f� 7. J` z _ref' c4 /e ti ‘2,J _ ' t f/�u e � r l° �e / se:$4/i'1` ie0 ay /✓o /' 76-7` a rs a."e npf /,%/ /P — / r j-ee 0,e & ter • t t o z �' e RICE 105 School CreekTran Project Description REI Job No.: Luxemburg, WI 54217 ENGINEERING Phone (920) 845 -1042 /0 - 0 6- D 7 8 Fax (920) 845 -1048 Nettle' R e i, I e' ce Engineer: J N Sheet No: 1 www.rice- trx.com Date: slylie Rev: ASCE - 7 -05 / IBC Simplified Windloads w Loads SHT Input Variables: 2 Building height (or height of unit) H := 20 ft H 5 60 Exposure Category (B, C,D) EiiiiMi CO ® iiii Wind velocity V =90 MPH From Figures 6 -1 thru 6 -1 c t��,� _ � � #� Adjustment Factor X= 1.29 om Figure s 6 - ® �%,� o i Building Catagory 1 - A• ricultural Buildings Fo \ 1 ®f 0 0 11_ Ad From Table 1 -1 111 - Subs . t,t ®�� IV - Essential Facilities - % � �� 9"4 0,0 Importance Factor I= 1 From Table 6-1 // ► +�.,.� ® �; 01 aril, Roof slope =0 := 27 ,`4 - *0 ® �A \ \\ K 0:0 Note: Topographic Tr lrisvetse �� • -, _ f + K. 0,0 factor Kzt from Figure © � ++ 6 -2 p. 39/ � j�, K3 .= 00 O` Lcookdnel K := (1+ K Ic = 1.00 Main Wind Force Resisting System (Interpolated Values from Fig 6-2) Roof Load Horizontal Loads Vert Loads Angle Zone A B C D E F G H Eoh Toh t` Values from Fig 6-2 15.42 5.52 11.62 4.78 -5.40 -9.40 -1.20 -7.68 -10.02 -9.16 N Adjusted Values 19.89 7.12 14.99 6.17 -6.97 -12.13 -1.55 -9.91 -12.93 - 11.821 Components and Cladding (From Fig 6 -3): Roof Area Zone Angle 1 2 3 4 5 OH Z2 OH Z3 . � 10 -13.3 -23.2 -34.3 -15.8 -19.5 -27.2 -45.7 hh hl 20 -13 -21.4 -32.1 -15.1 -18.2 -27.2 -41.2 50 -12.5 -18.9 -29.1 -14.3 -16.5 -27.2 -35.3 - 1-# 100 -12.1 -17 -26.9 -13.6 -15.1 -27.2 -30.9 4.9t 't 500 N/A N/A N/A -12.1 -12.1 WA N/A Flat Roof Hip Roof (7 < 8 s 271 Adjusted Components and Cladding: Roof h oof Area Zone Angle 1 2 3 4 5 OH Z2 OH Z3 ! *.b 4 10 -17.2 -29.9 -44.2 -20.4 -25.2 -35.1 -59.0 20 -16.8 -27.6 -41.4 -19.5 -23.5 -35.1 -53.1 4 t• ‘'t r-- 50 -16.1 -24.4 -37.5 -18.4 -21.3 -35.1 -45.5 Gable Roof (e s r•1 Gable Root r7^< 08451 100 -15.6 -21.9 -34.7 -17.5 -19.5 -35.1 -39.9 ❑ Interior zones ® Zones II oomu zones aw•mrswr.m -i a Ads.3 -.a 500 N/A WA N/A -15.61 -15.61 WA N/A 105 School Creek Trail Project Description: Job No: 10 - 06 RICE Luxemburg, WI 54217 ENGINEERING Phone: (920)845 -1042 Engineer: JN Sheet No: 2 Fax: (920)845 -1048 Harles Residence Date: 6/3/10 Rev: Template: RE1- MC-1017 _ W W W .rice- inc.com Chk By: Date: Lateral Force Distribution Gable Roof: wind Load S11T Input Variables: Distrirbution 3 Ii= 9 t := 5 ft have h + h 11.5 L.:= 12 it W:= 14 ft WLA: =19:9 W1.13 := "7:12 htot have + 0 WLC: =.15 WLD: =:6.17 =-0- -- — j — - ---1.'-' I wl := WLA•0.5•h + WLB•h wi = 125.15 plf i w2 := (WLC•0.5•h) + WLD•h w2 = 98.35 plf wl WLA•0.5•h wi = 89.5 plf w2 WLC•0.5•h w2 = 67.5 plf ' ■■ wmin := 10.0.5•h + 10•h wmin = 95 1 • 2 0 y , 10•hr -0 wminave 10.0.5h + — wminave = 70 • 2 • - - - -- -Ridge Line i - = - -- , 0.1•L ,. ( 1l I • 0.4• \\ 0 3 W )) • al := min 0.1-W a2 max • htoti� CD a:= al ,a2) a =3 ft r_ Ill• MI I _1 Wind Left to Right: I ha:= W •4•a h = 4.29 AGa := 2h AG = 12.86 AG := - •h W AG = 35 (W -4•a) P := wi W2g 2 P = 604.8 lb PG 2 ttAG - 2•AG • WLA + 2AGa• WLc] . PG = 285.25 lb Ri, (Pw + PG) Rl, = 890.05 W RL. 2 wminave• W RLmin 2 Ri = 490 Rcouple L Rcouple = 519.2 lbs LT, := Available Diaphram Length i cq„pk:= ��' RL PL — PL = 74 PR Rcouplc LL Pcouple Pcouple = 37.09 Of Lcouple Wind Top to Bottom: R 2•[w •2•a+ (L - 4•a) j lb T 1 w2' 2 J RT.= 1501.8 RTmin wmirrL RTmin = 1140 Available Diaphram Length IT l= W R p := L T p = 107 plf As NDS Diaphram Tables: Use 1/2" APA 24/0 Rated sheathing. Nail to RTmin Pwmm := L pwmin = 81.43 Span -24" Use 8d nails spaced at 6" o.c. at supported panel edges, and 12" o.c. at intermediate supports. Pall= 250 plf RICE 105 School Creek Trail Protect Description: Job No: 10- 06-03B Ri CE Luxemburg, WI 54217 Engineer: Sheet No: 3 ENGINEERING Phone: (920)845 -1042 Fax: (920)845 -1048 Harles Residence Date: 6/3/10 Rev: Template: RE[- Mc-4006 www.rice- inc.com ChkBy: Date: Shear Wall Design Shear Wall SHT 4 Input Variables: ' 11:= 890 Ibs (Horizontal load) L := 3.75 l) (Lenghth of Shear wall) Bolts w = 10 psf (Wall Weight) G:= 0.42 specific gravity 1'2 in. at 48 227 plf wd := 16 pst (Roof Weight) 1/2 in. at 24 -454 plf h:= 8 (Height of wall) 5/8 in. at 48 -329 plf VW:= 365 plf 5/8 in. at 24 -658 plf TW ;= 8 (Tributary Roof Widt) Allowable load from shear wall tables Vim :° 0 plf (Wood Sheathing + Drywall) Vboltall = 227 Of s =4 ft Min Width of shearwall: 3.5 2.29 "Wood Sheathing" \ ratio := 1.5 lmin :_ lmin = 5.33 "Gypsum - Unblocked" ratio 2 4 "Gpsum - Blocked" J { Calculations: 1� Shear 0 t i i1' P ∎ „Y SGAF := 1 - (0.5 - G) Specific gravity adjustment factor for Shear wall tables SGAF = 0.92 r 4. ( t, i ✓ � ( { p V := VW SGAF + VDW Vall = 336 plf Vact L Vact = 237 plf Unit Shear in shear wall Vact = 0.71 Vact = 1.05 Vall Vboltall Vb := V Volt = 949 lbs Shear per bolt at base of shear wall Use: 1. 3/8” Plywood sheathing with 8d nails at 6" o.c. at supported edges, and 12" O.C. at intermediate supports End Forces: V-11 n u. % I~' 1' C L C = 1898.67 Chad Force at ends of shear wall M =V•h= 0.6•(w•h•L +wd•TW•L)•Z M = 6242.5 ft•Ibs - el r) = r O, -, ,,,/ ,/ T:= M T= 1665 lb L ( 2) RICE 105 School Creek Trail Project Description: Job No: 10 - 06 RL C Luxemburg, WI 54217 Engineer: IN Sheet No: 4 ENGINEERING Phone: (920)845 -1042 Fax: (920)845 -1048 Harles Residence Date: 6/4/10 Rev: Template: REI - '1102 www rice- inc.com Chk By: Date: Perforated Shear Wall Design shear Wail SHT s• Input Variables: V := 890 lbs (Horizontal load) Ls= (1.5 2 0 0) (Lenghth of full Bolts height segments) BIERIMMEEMINIM Ltot:= 5.5 G := 0.42 specific gravity 1/2 in. at 24 - 454 plf h:= 8 (Height of wall) Vvi := 365 p1f Allowable load from shear 5/8 in. at 48 - 329 plf wall tables 5/8 in. at 24 - 658 plf OW= 4.5 (Height of wall Opening) VDW := 0 plf (Wood Sheathing + Drywall) 01111.:= b OHR = 0.56 w = 10 psf (Wall Weight) Vboltall = 227 plf • wd:= 10 pst (Roof Weight) s = 4 ft EL Percent Full TW 8 ft (Tributary width MIS := L tot PFHS = 64% Height Sheathing for Roof Load) Calculations: Min Size of shearwall Table 2305.3.7.2 segments: Shear Capacity Adjustment Factors 3.5 Maximum Opening Height h 33.33% 50.00%1 66.67% I 83.33% I 100.00% ratio = 1.5 I :_ ratio Percent 2 Full Height Effective Shear Capacity Ratio 229` "Wood Sheathing" Sheathing 0% 1 0.67 0.5 0.4 0.33 imin = 5.33 "Gypsum - Unblocked" 4 j "Gpsum - Blocked" 10% 1 0.69 0.53 0.43 0.36 20% 1 0.71 0.56 0.45 0.38 30% 1 0.74 0.59 0.49 0.42 40% 1 0.77 0.63 0.53 0.45 C = 0.8 50% 1 0.8 0.67 0.57 0.5 60% 1 0.83 0.71 0.63 0.56 d / it 70% 1 0.87 0.77 0.69 0.63 � ,t 80% 1 0.91 0.83 0.77 0.71 90% 1 0.95 0.91 0.87 0.83 d/ / J e r 100% 1 1 1 1 1 11 0 I f n := vi `)C 5 SGAF 1 - (0.5 - G) Specific gravity adjustment factor for Shear wall tables SGAF = 0.92 � V := Vw• SGAF + VDW V = 336 plf / 9 C Vact := V Vact = 317 plf Unit Shear and Tension at base of shear wall Vact = 0.94 Vact = 1.4 C EL Vall Vboltall Use: 1. 3/8" Plywood sheathing with 8d nails at 6" o.c. at supported edges, and 12" O.C. at intermediate supports T := V h T = 2536 lb Chord Force at ends of shear wall 0. " C 197 (r7 " f' Thd T - 0.6•(w•b•Lt + wd.TW•Ltotj' i- 2 1 Tbd = 2271.65 f I S L (,) e. , fl 2 Ltot Vbolt := Vita. Vb t = 1268 lbs Shear and Tension per bolt at base of shear wall 105 School Creek Trail Project Description: Job No: 10 - 06 RICE, Luxemburg, WI 54217 Engineer: Sheet No: ENGINEERING Phone: (920)845 -1042 Fax: (920)845 -1048 Haries Residence Date: 6/4/10 Rev: Template: RE-MC 1101 w w w .rice - inc.com Chk By: Date: Shear Wall Design Shear Wall SHT Input Variables: 6 Bolts v:= 890 lbs (Horizontal load) L : =12 (Lenghth of Shear wall) w : = 10 psf (Wall Weight) ;. u. at dB 2 G:= 0A2 specific gravity 7 plf wd:= 16 pst (Roof Weight) 1/2 in. at 24 -454 plf 13:= 8 (Height of wall) 5/8 in. at 48 -329 plf TW := 8 (Tributary Roof Wrdt) VW := 365 plf Allowable load from shear wall tables 5!8 in. at 24 - 658 pif VDW 0 pi. (Wood Sheathing + Drywall) Vboltall = 227 pif s = 4 ft Min Width of shearwall: ( 3.5 2.29\ " "Wood Sheathing" \ ratio := 1.5 lmin := tic l = 5.33 "Gypsum - Unblocked" 2 4 / \ "Gpsum - Blocked" / Calculations: Shear SGAF := 1 - (0.5 - G) Specific gravity adjustment factor for Shear wall tables SGAF = 0.92 V := VW SGAF + VDW V = 336 plf Vast = L Vact = 74 p1f Unit Shear in shear wall Vail = 0.22 Vact = 0.33 — Vail Vboltali Vbolt := Vact•s Vboit = 297 Ibs Shear per bolt at base of shear wall Use: 1. 3/8" Plywood sheathing with 8d nails at 6" o.c. at supported edges, and 12" O.C. at intermediate supports End Forces: = Lh C C = 593.33 Chord Force at ends of shear wall M := Vh - 0.6•(w•h•L + wd•TWL). 2 M = - 1865.6 ft•lbs • T:= L T = -155 lb -----2 /✓v t /� A�f� - a ✓rr e4 �, w ,� !/ / • r0 i J %P K RICE School Creek Trail Project Description: Job No: 10 - 06 R. T/ l�E Luxemburg, WI 54217 Engineer: ]N Sheet No: ENGINEERING Phone: (920)845 -1042 _ - 6 Fax: (920)845 -1048 Harles Residence Date: 6/4/10 Rev: Template: RE[-MC-4402 www.rice - inc.com Chk By: Date: �I nli a 0 —t _, 1 mpzznm, • E mo��o' 1 1C r-- - n — L>f n�'e= • o N o z m z ■i■i■i,ii a A 1 o _9 9-1 z� u) 11 0 I ACS 1 1 1 E in IT �,� ii r A z 1IIIiili z _ N .N — ° 1111 1 III l !IIMIIIIIII 1 1 111111111 1� 0 2 2-11 3 -1 3 1 1111111111111 1 1 1 1 1 1 1 1 1 (m ∎ 161111 2'- O "x6' -0" 606E3 > , =— Y 0 o �z (P n°; _ O cn lli a b z Io L.., I I' � ti � _ _ X O A6 E I y , - t . 0 � 3 Sp ` I;, w 44 S ,..t. k V— _ .4 - _ TAR &1 I a CNORD III N �_ • O •••• O _._.,fA"i�{+7+7EDRAL CLG. �.. i 2 3 ^ c,... m a g b / O - -4 - m n Z l N. f _ , \ X03 �O 1 � . I ti I m „ b '-4" 11? 6 II '4 iII o O 12 -0" III 1 11 tl ■ ■1■ i■1 I I IIIII I I I z fl 1 Y d 1111`1`1` 1 . # l i l i l i l i 1 1 1 1 1 1 1 1 l ii l i 1 1 1 1 1 / 1 1 I 1 1 1 1 lil 1 1 1 a �UN tltl r z ��A►���L� (�,� D � y (�l 3 r mm y m 1 °: V' 7 O O a i 0 M A m O p A ` 0 =T r UU O -Q Shear Wall Design Shear Wall SHT Input Variables: 7 V 1500 Ibs (Horizontal load) L := 62 (Lenghth of Shear wall) Bolts w = 10 psf (Wall Weight) 192 in at 48 -227 plf :- 16 pst (Roof Weight) G := 0.42 specific gravity w P d ' P 9 ) 1/2 in. at 24 -454 pif h := 9 (Height of wall) /8 in. at 48 - 329 pif TW := 8 (Tributary Roof Widt) VW := 365 p lf Allowable load from shear wall tables .18 in. at 24 - 658 plf VDW := 0 plf (Wood Sheathing + Drywall) Vboltall = 227 plf s =4 ft Min Width of shearwall: 3.5 2.57 "Wood Sheathing" ratio ratio := 1.5 lmin h 'min = 6 "Gypsum - Unblocked" 2 4.5 "Gpsum - Blocked" Calculations: Shear SGAF := 1 - (0.5 - G) Specific gravity adjustment factor for Shear wall tables SGAF = 0.92 Val := Vw.SGAF + VDW V = 336 plf Vact L V = 24 plf Unit Shear in shear wall Va = 0.07 act = 0.11 Vall Vboltall Vbolt Vact.s Vbolt = 97 1bs Shear per bolt at base of shear wall Use: 1. 3/8" Plywood sheathing with 8d nails at 6" o.c. at supported edges, and 12" O.C. at intermediate supports End Forces: = Lh C C = 217.74 Chord Force at ends of shear wall L 1,6° .:=V.12- 0.6•(w•h•L + wd•TW •L)• 2 M = - 237897.6 •1bs I r t „del l � NJ t Fr T:= L T= -3837 lb 1 1 1l EXIT S e GGGG"`` a r 0 t Ohl A � / I ' `4 ;Lrr "ter RICE 105 School Creek Trail Project Description: Job No: 10-06-03B Luxemburg, WI 54217 Phone: (920)845 -1042 Engineer. JN Sheet No: EN GINEERING Harles Residence Date: 6/4/10 Rev: Fax: (920)845-1048 Tern Tate: 1ZE1_MC_4402 www.rice inc.com Chk By: Date: r v 3 � p�'fl'( d bt irlz 1` R o • lit" tvti . e 0 f r s' P r ifoi 1 JAI. fil:e ir ttf i " . 1' t Kn '� r II i--I 1 y - �- �j� l e i F _ Y V �� I 2 x /0 S .Pi 578 " A3° j a v Blatt of t + 1, LR RICE CF/' K / 105 School Creek Trail Project Description REI Job No.: Luxemburg, WI 54217 ENGINEERING Phone (920) 845 -1042 Fax (920) 845 -1048 Engineer: Sheet No: www.rice- Inc.com Date: Rev: 1111111MI Page 1 of 1 Krahn, Nicole R. From: Randy Johnson [rjohnson @portsidebuilders.com] Sent: Tuesday, July 13, 2010 1:21 PM To: Krahn, Nicole R. Subject: Harles tall wall Attachments: Engineered wall specs.pdf Nicole: Here are the drawings from Russ @ Noffke Lumber. The additional blocking has been completed. Randy Johnson Construction Coordinator / Warranty Coordinator Portside Builders, Inc 980 American Drive Neenah, WI 54956 Office: 920.967.8971 Cell: 920.493.0720 rjohnson @portsidebuilders.com Website: www.portsidebuilders.com 7/13/2010 to • ?,,k) I i _ �.�..T .. ._ • / . rig / /Y' ,:? . ZOO' ' XVd Y+Id 60:10 Els /OI0Z /6I /1nf JUL /13 /2010 /TUE 01:10 PM FAX No, P.003 POST" 5 �,c�� C — / c— et p9ielfri"9 F-OP ..=, 66 .6a, 6 (k . IQ 13 &cU.Q / .c 800 �o & L z ,Vo i aD A "'' .3 ©o y- / 7 es /Gd r g. 6 ,ccoe 10 390 /b et' = y/ e- )4.03455eria-ki-k9f, C� 3 O 7 - ~ , e / 3 i2°' 14 F %1413 CiOceos) (0 L O °-16.644' J Co'Cp -)- 97/z- /5 /'S- 41,,E 6 .€ = 1 <0 c p p , JUL /13 /2010 /TUE 01;10 PM FAX No. P.004 COLUMN LOAD TABLES Columns --- Maximum Allowable Lateral (Wind) Load (PLF) /Vertical Load (Ibs) . • • 314" Wall Thickness • • • .51/4" Wall Thickness Deft. Wall Max- TimberStrand ®LSL ParallamePSL TlmberStrandtLS1 Paraflam•PSL PerallammP5l • Ratio 111 Defl. 1.3E 1.8E 1.3E f 1,88 Z.OE Ohl2x4L11 515 "x334" 714 "x314" 334 "x334' 514'x314" 7 "x31" 0bl2x6 314 "x514' 314 "x5y. "1534 "x534° • 7 °x5Y' 9y "X5'ri" (Plank) (Plank) (Plank) (Plank) (Plank) (Plank) - 30` 1110' 28' 0.93' 1 I _ 26' 0.87" ! I 24 . 0.80".. I I I 23/8,155 33/12,140 22' 0.73 1 I 22/7,0401 30/9,385 44/13,985 20' D.67" I i _ ) 29/8,175 39/10,900 58/16,270 _ L 1360 10' 0.60" 1 t� ' I � 1 22/5,090 t 27/6,495 40/9.600 1 54/12.800 80/19,135 16' 0,53 "_ 1 23/5.505 27/3,615 ) 3216,005 f 38/7,725 53/1I,395 1 77/15,190 113/21,125 • 14'• 0.47" i 25/5,030 1 25/5,125 34/6,830 41/3,650 ( 47/6,880 i 57/7,995 ' 86!11.990 1115/15.985 169/21,125 1 12' 0.40° 31/4,830 j 40/6,370 27/4,335 1 40/6,505 54/8,675 64/3,625 1 75/7,305 1 91/7,995 136/11,990 182/15,985 267/21,125 10' . 0.33" 29/2,340 53/6,265 ! 70/8,260 47/5,330 1 70/7,995 94/10,660 110/3,525 • 129/7,470 ; 156/7,995 234/11,990 300/15,9851 300/21,125 8' 0.27" 56/2,355 1 103/8,300 1136/10,9401 91/5.330 1 136/7,995 1182/10,660 212/3,310 , 248/7.255 1 10/7,995 ,300/11,9901300 /15,9851 300/21,125 30' 1.50" f , , ' 28' 1.40" i _ 1 , AP>tr : J .. 26' 1.30° t ' .4 dli7 V i I _ 24' 1,20' 1 I 1 1 1 26/5,535 34/7,380 50/11,035 22' . 1-10 l 1 i 1 22/4,280 ' 33/6,315 1 45/8,420 66/12,615 20' 1.00" j I /3,2 24/3,830 29/4,930 44/7,265 59/9.685 87/14,540 U240. 18' 0.90" ' , _ 29/3,175 1 34/4 405 40/5,730 61/8,415 81/11,220 120/16,895 16' 0,80° j 25/3,675) 1 26/3,750 1 34/5,000 41/3,140 1 48/5,090 58/6,700 87/9,810 1 116/13,085 170/19,780 14' 0.10" 29/3,410 38/4,490 • 25/3,065: 38/4,600 •1 51/6,130 61/3,125 1 71/5,675 ! 86/7,840 '129/11,485; 173/15,310 254/21,125 12' 0.60" 25/2,315 46/4,235 1 61/5,585 1- 40/3,825 1 61/5,740 81/7,655 9T/3 113/5,830 1 136/7,995 205/11,9901273/15,9351 300/21,125 • 10' 0.50" 43/2,045 1 80/5,335 ! 105/7,035 70/4,855 1 105/7,285 141 /9,710 166/2,800 • 194/5,635 • 234/7,995 300/11,990.300/15,9851 300/21,125 • 8' .0.40" 84/2,005 155/6,713 204/8,8451 136/5,330 1 205/7,995 273/10,660 300/2,540 300/6,290) 300/7,995 1300/11,990(300 /15.9851 300/21,125 • 30' 2.00' 1 1 � : 1 1 28' 1.87" 1 L f . , 1 26' 1.73" T � 1- ! 1 24' 1.60 -,. 1 - T 1 23/3,395 t 34/4,990.1 46/6,655 67/10,005_ ' 22' 1.47° t 1 • 21/2,530 1 24/2,955 ) 30/3,840 1 45/5,640 1 60/7,520 I 88/11,330 1/180 211' 1.33' 1 - ` ` ( 28/2,350 1 33/3,32 39/4 I 5 ,375 9/6`00 1 79/8,530 1 117/12,905 18' • 1,20" - : I 38/3,210 i 45 /3,745 1 5 1 81/7,280 ' 109/9 710 t 160/14,755 16' 1.07' i 26/2,515 t 34/3,3I5 23/2,265 1 34/3,400 1 46/4,535 53/2,660 1 64/4195 x_ 77/5 715 1 116/88 285 x155/11,045 227/16,890 14' 0.93' 21/1650 1 39/3,025 • 51/3 95 34/2,735 1 51/4,105 1 68/5,475 82/2,570 l 95/4 480 j 115/6 460 1 173/9 330 !230/12440 300/21,085 12' . 0.80" 33/ 2,005 6 2/3,66 1 %4,830 54/3,340 1 81/5,010 1 109/6,680 129/2,360 1 151 /4,300 .182 /6,510 1 273/10,1901 300 /15,9851 300/21,125 • ' 10' 0.67" 58/1,745 106/4.430 ! 140/5,840 1 94/4 080 i 141/6,120 1 188/8 165 221/1,930 ' 258/3,590 ~300/6,365 3 00/11 990;300/15,9851 300/21,125 8' ••0,53' 112/1,625 206/5.115 1 272/6,740 182/4,365 , 273/7,235 1282/10.660 300/2,540 1 300/6,290 1 300/7,995 1300/11,990/300 /15,985 300/ 21,125 (1) Far 3 -ply end 4 -ply built -up columns, multiply table values by I.5 and 2.0. Sea page 12 for connection requirements. Green numbers refer to lateral (wind) toad (PLF/. Black numbers refer to vertical load Ohs). General Notes Beam Orientation Plank Orientation - A load duration factor of 1.60, 1-', � w1, tl' d;� - Full -width blocking at a maximum vertical spacing of 8 11 ' on-center. ,' F .10 - A buckling length coefficient of 14 = 0.85. For deflection use 14 �,' > . =1.0. d ' ,, , : ;;i , - Axial loads applied eccentrically, at a distance of ire of the wall thickness ?' `` �1 �'� b dimension of the column, measured from the column centerline. 1 - A compression perpendicular- to-grain stress of 435 psi. b f ■ Solid sections required where specified. Built -up columns require reductions. Some columns are listed in both beam and plank orientation. The first dimension is Contact your ilevel representative for assistance, for member width (b), and the second dimension is for member depth (wall thickness) (d). TimberStrand® LSL and untreated Parallame PSL, are intended for dry-use applicatio "s , • 0 /Level Residential Wall Specifier's Guide TJ -9003 September 2006 ji .jL /13 /2010 /TUE 01:10 PM FAX No. P. 005 WALL DETAILS Wind Brace ``r Y Blocking between Connect outlooker to truss with 4" o.c. nailing Outl00kers as two lad nails (31/2") for 2x4, mIoto Phord sses ers) C onn to ? outlooker Connect i double top plate 1 45" outlooker to j with one angle j double top a clip (545 min. f Ad 2' max plate with for Load 2) at., r:,■ a angle clip 24' o.c. (565 Ibs min, , �, ) for Load 1) at 1 ! Continuous tall -waft 24" o.c, 1 Bottom chord truss bracing Connect double top framing (from sill • Engineered (8' min.) at 24' o.c. along plate to roof with plate to top plate) wall system . 01 wall. Attach to 2x_ angle brace at _ _ each truss with two 164 24" 0.c. Attach with — (31/2") nails. three 16413;ri ") nails at each end. Details shown are applicable for 90 mph basic wind speeds and the Details shown ere applicable for 90 mph basic wind speeds and the 4:0 exposure categories and maximum Wail heights shown !Oho tab!Abelow. 1 exposure categories and maximum wall heights shown in the table below. tot other conditions, contact your llevelrepresentative. for other conditions contact your gavel representative. Wind Brace Detail Applicability Detail Exposure Nax. WaII Haight . • WB7 D 25 B, C 29 W83 B, C 20111 (1) Maximum wall height shown includes depth of truss. `: FRAMING CONNECTORS Lateral Connections- -Nails Lateral Connections— Angle Clips Type •, • Diameter 1 End grain - Toe Hall Length of Allowable Load AlloWableLoad , 8d 0 °) box 0.113" 1 77 Ibs 1 96lbs Type Nails Connector (L) Lu-ad 1 Ohs) Load (163) . lad (3` }hox 0.128" 1 99 Ibs •123Ibs •S)mpsonStrongTI&" • • 1Z'rt(3'/4`) buc . 0.128' — 99 Ibs ! 123 Ibs A21 Four 10d x I1/2" I fah" 175 245 lad (3 6") bow : 0.135" - 110143 1 1371bs . A34 Eight 8d x lr /" 21/2" 365 280 lad (3W) pneumatic 0.131" i t 104 Ibs ( 129 ibs ft V A3b Twelve 8d x 11/2" 41/2' 450 685 A23 Eight 108 x 11/2" 2s 565 ! 585 USa Laming' Connectors!" • General Notes •AC3' . Four 10dx 1 /" 2r/it" 280 i 315 • Tables are based on a load duration factor of 1.60. •. •AC5 Six 104 x 1 4 j 545 1 545 •, . fight inn Y l H i gar: j San eon ■ Connection values based on a specific gravity of 0.50. , AC7 Eight 10d x 1 1 &w j- 725 725 • For end -grain connections, a 0.67 factor was used (based on NDS• 2001). acs Ten 104 x 11/2' j ells" f 910 1 900 • For toenail connections, a 0.83 factor was used (based 001407 2001). • 11 L 44 ,i • t ' i Load 2 , 4 T ' j 'ta : • Load 1 y4 AC3 AC5 AC7 r ' AC5 r 1 fix: • A23 or A3 • yi AZT A39 A35 iLevel Residential Wall Specifier's Guide TJ -9003 September 2006 13