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Plans s .1' ' CITY OF TIGARD -SITE PLAN kt ft \-' `'...;. is .... BUILDING PERMIT NO.: ` I.' .4 S % . ..... PLANNING DIVISION: Required Setb •s: (4App Approved ❑ Not Approved . Side: Street Side: .L. Fron: Garage: 13O Rear: ' ''',` :� ;rr ;. Visual Clearance: Er Approved ❑ Not Approved • Maximum Building Height 331. feet / ('WS Service Provider Letter Required: ❑ Yes E No i ❑ Received E . , � (- LL. _ Date. 3.0 . 'J(dNEERIN DEPARTMENT: Actual Slope: _u/0 ❑ Approved ❑ Not Approved 11 17 i♦ ; i Site Plan: Approved ❑ Not Approved Bvi _ Date:. c , D "Ks: 20116 CI A' (._)1: tit. :..A.i_ : r . • . 1 1;11Pli 0111111111111 IMO SIM 1 :'O.1Y) N.1'. 11 r 11 S4144. I ^� y It` to 1 A. ...,w D 1 1, • k a R ttx •� mi., i► 1 + 11* � N � � V II .. '9 ›.. 0 tori . . . .. IP' Iv k., < • ---w. e, Pc) .7-4 . .. 3 , . , ' . , 0 --- , 0 ....... : . ,. tr'U �r f41 1 RINTSION 15 Feet to Edge of Deck 21' 4" to- Edge of Garage Mi kam i Deck Addition to MST 2006 - 0003 , ' 2x8 PT Ledger attached to Rim Joist with 1 l ag @ 16" oc t (I} 16d Cabal @ G6 " CMG- 2x8 PT joists @ 16" oc; 5' 10" span hung from ledger and beam 7' high 6x6 PT Post set on 16 "x15 "x12" footing with a 6x12 PT glulam Beam with a 25' span oc. o 1 M . I I I //(\ \ /\\ 1 j 0" / /- / 4' 0" Q Q / 3fOI ! " ! " )l 68" 9L f x 5f -8 9L f ff f! E . c 4 ��� 1 , I 5' f f l i I i I I .. I 1 1" • � DECK 1 1 .. i ./ 21 /'1 25 ' O " Mikami Deck Addition to MST 2006 - 0003 (R ECE/r\ 9955 Sw 65th Ave MAY 2006 Mark vanDomel en T�' i 1�, IJTLDP\Tn ; TM rr This is a request to add a front deck to our plans. This deck' eck will extend 5 feet into our setback and a setback adjustment was approved. This deck will be framed as follows: 2x8 PT Ledger attached to Rim Joist with 1/2" lag @ 16" oc 2x8 PT joists @ 16" oc; 5' 10" span hung from ledger and beam 7' high 6x6 PT Post set on 15 "x15 "x12" footing 6x12 PT glulam Beam with a 25' span oc Here is the copy of the letter I sent for a variance adjustment which was approved: I am requesting an adjustment to my setback based on code 18.370.020.B.1.a; a 25% reduction based on my current 20' front setback for a R4.5 base zone. This adjustment will be used to place a 6' 4" wide deck that extends 5' into the current setback and is attached to a newly created 2nd story family room as part of permit MST 2006 - 00003. I have made adjustments to my plans for this deck to follow code 18.370.020.8.2; specifically: A) In order to have a deck attached to our family room we need a minimal functional width to allow for chairs; sitting and a walking path around any items placed on the deck. This requires that the deck be the full 6' 4" width. A side deck would not have the same architectural look on the house, so a 6' 4" front deck is the only option available for the desired affect. B) There will be no movement of any trees to add this deck. C) The deck is raised to allow for more clearance than the current garage door header and the support beam and posts for the deck have been expanded to 25' to allow for full access to both the garage and the walkway to the front door without any posts blocking the path. Emergency access has not been decreased to any exits of the house; and in fact expanded access by allowing for a large escape through the new patio doors which connect to the front deck. D) As stated in point A, the only other option was a side deck off the family room; but that would completely change the look of the house and defeat the goal of a balanced look to the house. A front deck creates a much better architectural look for the house as well as increasing the value. Thank you 44°)1 /4sT2oV4- 03 • PAUL KLUVERS, P.E., S.E. CONSULTING STRUCTURAL ENGINEER • CALCULATIONS PROJECT: MIKAMI RESIDENCE ADDITION (REVISED FLOOR PLAN — SEE ALSO CALCULATIONS DATED 12/28/05) LOCATION: 9955 SW 65 AVENUE PORTLAND, OREGON 97266 PEC E\u CLIENT: JAMIE MIKAMI APR 20 2006 9955 SW 65 AVENUE PORTLAND, OREGON 97266 CITY OF ilGiuiD CODE: INTERNATIONAL BUILDING CODE (II3C)' 2003 7 �� � EDITION (w/ 2004 Oregon Structural Specialty Code Amendments) DESIGN CRITERIA: SNOW: 25 PSF FLOOR: 40 PSF WIND: 80 MPH, EXPOSURE B (per 97 UBC) SEISMIC: Sds = 1.05, SdI = 0.37, Site Class D ALLOW. SOIL BRG = 1,500 PSF (TYPE SD) CONTENTS: Lateral Analysis (Rev. Add. Only) Pages Al thru A9 Red -lined Sketches Page A9 Footing between garage/living area Pages A10 — Al 1 NOTE: Engineer has been retained in a limited capacity for this project. The design is based upon information provided by the Client who is solely responsible for the same. No responsibility and/or liability is assumed by, or is to be assigned to the Engineer for items beyond that indicated on these sheets. Not valid without original signature in blue ink. RVCTU,Q ` ;� D p R QF i ss�� NN E � 2 1 EGON G F KOP 4// --/c) Le I EXPIRATION DATE: 691301071 204 SE 78 Avenue, Portland, OR, 97215 Telephone (503) 257 -6540 Facsimile (503) 256 -4643 Cell (503) 705 -4300 . ' . " ni/4• ter' '- cgu,re, 4 4 45- a ceo .4- ,eev`f ltiti ply ok/ a/ 4* n - a.-I -? -pl� ..e - ) /2/z. &70.5- • a P-e'f Cfr c ia- i. 0/ Gt --7, � ,64 - 4-a ti 0 Yvu - ' y. " S c ° Gv c, SO�v GG� e , l o Lo GceS' J - S"ee c6- &s d % P /2 /Z, /os_ w O r U t / cor /� �"ov, e� i _ eS c ti M c l IX t 4.-0° -4 3.t pn l rni."1"..* J • f �' Q + ::1 N �j • . .31. 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Calculation for Seismic Forces, using Analysis per ASCE 7 -02 • (For Buildings, per section 9.5.5, "Equivalent Lateral Force procedure") ,(Continued) V = 0.128975 W (From Sheet 1) Calculate Building/Structure -Weight, W: Level Area (SF) Wt/SF Subtotal Seismic Force Upper/Roof • 917 .' . ' . ° 11,004 lbs Upper Walls (ext) . :1100 ; ": • 15 16,500 lbs Upper Walls (int) , 400 : r 12 : 4,800 lbs Level Total = 32,304 lbs = W 4,166 lbs Middle Floor 'aa ' 12 0 lbs Middle Walls (ext) 15 0 lbs Middle Walls (int) 12 , 0 lbs Level Total = 0 lbs = W 0 lbs Lower Floor . 917. ° ? ... 12 11,004 lbs Lower Walls (ext) .900 , : 15 • 13,500 lbs Lower Walls (int) 500 12 6,000 lbs Level Total = 30,504 lbs = WL 3,934 lbs Total Seismic Force = 8,101 lbs * fivt5ed ‘,-vv a 3 Irvow• , eGUe , L- ilQK 5ee eacu 12/2 /0 5' q4 v,- 6 0.5 Ls 0-1 di-s114 , • • 'Calculation for Wind Loads using 2004 IBC /ASCE 7-02 RECAP OF FORCES, (F) (from sheet 1 Front - to-Rear Cumul. Side - to-side: Cumul. Upper LeveVRoof: 102 PLF 102 PLF 102 PLF 102 PLF Middle Level: 0 PLF 102 PLF 0 PLF 102 PLF Lower Level: 119 PLF 221 PLF 119 PLF 221 PLF SUMMATION• EXPOSED. AREAS: Front -to -Rear Exposed Level Cumulative Length Forces Forces Upper LeveVRoof: . 25 LF x (F) = 2,553 Lbs 2,553 Lbs Middle Level: I LF x (F) = 0 Lbs 0 Lbs Lower Level: " .. 25 LF x (F) = 2,974 Lbs 5527 Lbs Total Wind Force: 5,527 Lbs (Compare to seismic) Side -to -side: Exposed Level Cumulative Length Forces Forces Upper Level/Roof: 49 LF x (F) = 5,004 •Lbs 5,004 Lbs Middle Level: LF x (F) = 0 Lbs 0 Lbs Lower Level: 49 LF x (F) = 5,829 Lbs 10,833 Lbs Total Wind Force: . 10,833 Lbs (Compare to seismic) • Rear -to -Front (for daylight basement application): Exposed Level Cumulative Length. Forces Forces Upper LeveVRoof: LF x (F) = 0 Lbs 0 Lbs Middle. Level`. LF x (F) = 0 Lbs 0 Lbs Lower Level: LF x (F) = 0 Lbs 0 Lbs Total Wind Force: 0 Lbs • • Lateral Force Distribution to Shear Walls Page 1 SHEAR WALL SUMMARY - 2-story Force Distribution: Side-to-side Total Force = 5,004 lbs (from Wind Load calc) Total Effective Width =1 Shearwall Shear Minimum V( Holddown Dead Net HD Force Allotted, length Shear, v wall type Panel Ceiling h/w adist. Force, Lbs Load, Tension Level Component ;T,:: feet Percent Force, lbs ;.=.: feet . lbs per LF (5) Lngth, ft Height, ft Ratio 2w/h (2) Lbs (4) (3) Notes Upper V1 FL::;;;": 020 1,021.23 8 127.65 . 4 8 2.00 1,021 1,089 -68 V2 175 0.36 1,787.15 .10 178.71 : • ' 8 0.80 1,430 1,089 341 V3 :.:14.5 0.30 1,480.78 .1 9 164.53 - ' : 9 .8 : 0.89 1,316 1,089 227 7 V3.1 7 0.14 714.86 "- 9 79.43 '9- ' : 8 : 0.89 635 1,089 -454 7 1.00 Total Force = 10,833 lbs (from Wind Load calc) Total Effective Width = 49 ft. Lower V1 10 0.20 2210.88 ;5.34 414.02 ' - 2.67 9 3.37 4,747 2,475 2,272 V2 17:5 0.36 3,869.05 . 10 386.90 - . 10 9 0.90 4,912 2,475 2,437 V3 0.30 3,205.78 ' 9 356.20 r'.- 1.00 4,522 2,970 1,552 7 V3.1 ;,`.7 0.14 1,547.62 :;.!. ;' 65 238.10 4' ': 9 . 225 2,778 2,778 7, 8 1.00 Force Distribution: Front-to-back Total Force = 4,166 lbs (from Seismic Load calc) Total Effective Width =1. 251ft. Portion Sh�arwall Shear Minimum v (an „ ) Holddown Dead Net HD Force :Allotted,. length', Shear, v wall type Panel Ceiling h/w adjst. Force, Lbs Load, Tension Level Component feet Percent Force, lbs feet lbs per LF (5) Lgth, ft Height, ft Ratio 2w/h (2) Lbs (4) (3) Notes Upper V4 105 0.42 1,749.72 . • 19 9209 19 I:: 8 0.42 4.75 737 1,710 -973 V5 145 0.58 2,416.28 12 201.36 '" : , • ':„ 5 8 1.60 125 1,611 2,106 -495 1.00 Total Force = 8,101 lbs (from Seismic Load calc) Total Effective Width = • _t25 ft. Lower V4 :.,:',1115 0.42 3,402.421 ::!201 170.121 " :. 20 ;' .9 2 045 444 2268 2,7001 -432 V5 45 0.58 4,698.58 .' 20 234.93 20 9 : 0.45 444 3,725 3,492 233 1.00 NOTES TO SHEAR WALL SUMMARY: 1 Garage wall - need to raise stemwall to reduce h/w ratio. (See Note 6 also) 2 Holddown force is cumulative and includes the tension force from floor above. 3 Net tension of zero or negative indicates no HD req'd 4 See page 3 for calculated dead load values, with reduction of 60% per IBC 1605.3.1) 5 Use minimum sheathing for non-designated shear wall types (see Shear Wall Schedule) 6 Allowable h/w ratio is 3.5:1 for wind, 2:1 for seismic forces [2003 IBC/2004 OSSC 2305.3.3] 7 Revision due to addition of room at rear, upper floor. 8 Lower rear shear wall in adjacent room, carry with dragstrut in upper floor. /7 Lateral Force Distribution to Shear Walls , Page 3 - Dead Load Calculations for Reducing Holddown Tension Forces ' Roof/ Total Shear Floor Wall Total Total Cumul. Shear Wall Dead Tributary Dead Wall Level Cumul. Load Wall Length Load Span , Length Load Height Length Load Load (Red'c'd) Line . Level (Min, Ft.) (psf) (Ft.) (Ft.) (psf) (Ft.) (Ft.) (Lbs) (Lbs) (2) (Lbs) (2)(3) Notes V1 Upper 15 3 11 15 8 11 1815 1815 1089 Middle 0 1815 1089 Lower 15 5 11 15 9 11 2310 4125 2475 V2 Upper 15 3 11 15 8 11 1815 1815 1089 Middle 0 1815 1089 Lower 15 5 11 15 9 11 2310 4125 2475 V3 Upper 15 3 11 15 8 11 1815 1815 1089 Middle 0 1815 1089 Lower 15 10 11 15 9 11 3135 4950 2970 V4 Upper 15 11 10 15 8 10 2850 2850 1710 Middle 0 2850 1710 Lower 15 2 10 15 9 10 1650 4500 2700 V5 Upper 15 11 14 15 8 10 3510 3510 2106 Middle 0 3510 2106 Lower 15 2 14 15 9 14 2310 5820 3492 V3.1 Upper 15 3 11 15 8 11 1815 1815 1089 Middle 0 1815 1089 Lower 15 7 11 15 9 11 2640• 4455 2673 Notes: 1 Includes partial roof for level below 2 Cumulative Loads transferred to Shear Wall Summary "Dead Load" Column 3 Dead load reduction of 60% taken per IBC 1605.3.1 I SHEARWALL SCHEDULE SILL PLATE TO CAPACITY PANEL FIELD FOUNDATION FOR WIND DATA/ EDGE NAIL NAIL PLATE (SIMPSON SET CAPACITY LOADS (6) MARK SHEATHING NAIL SIZE SPACING SPACING NAILING ANCHORS) (PLF) (PLF) NOTES A 15/32" PWD, OS 8d 6" OC 12" OC 16d @ 12" (See Note 4) 260 364 B 15/32" PWD, OS 8d 4" OC 12" OC 16d @ 8" (See Note 4) 380 532 C 15/32" PWD, OS 8d 3" OC 12" OC 16d 02 6" 1/2" @ 48" 490 686 D 15/32° PWD, ES 8d 6" OC 12" OC 16d © 4" 1/2" CD 48" 520 728 E 15/32° PWD, ES 8d 4" OC 12" OC 16d @ 4" 1/2" © 36" 760 1064 3X PLATE REQ'D NOTES 1 O.S. = One side of wall E.S. = Both sides of wall 2 Use common nails for all shear panel nailing 3 Place plywood/sheathing on same side as symbol 4 Provide sill plate anchorage 1/2" bolt spaced at 6' and min 2 per board, and not more than 12" from ends (per IBC 2308.6) 5 Unless indicated on the plans, minimum wall sheathing to be 7/16" PWD w/ 8d @ 6" all panel edges (Capacity = 240 PLF) 6 Shear wall capacities increased 40% for wind loads per IBC 2306.4.1 HOLDDOWN SCHEDULE CAPACITY MARK ANCHOR BOLT SIMPSON HOLDDOWN OR STRAP POST (LBS) 1 N.A. MSTI 36 STRAP 2 - 2X 2,090 2 N.A. MSTI 60 STRAP 2 - 2X 3,680 3 SSTB20 PHD2 - SDS3 2 - 2X 3,610 4 SSTB34 PHD6 - SDS3 2 - 2X 5,860 5 SSTB34 HD10A 1 - 4X 9,540 6 N.A. LSTA24 STRAP 2 - 2X 1,295 NOTES 1 Use threaded rod of same diameter as anchor between floors • Y • j rJ In n v , S-M *fty0 ;. (14 „1. 71. mz , 0 co co , /740 w i A Jo � rn , ns. ;° 0 m r . t / 51 1 r 7L 07 "` e7 ;s * _$ . •• ;#"? weirr a_ . - ( t/ te a- -P - / - 2) ?701 • •� E,c WI% vit.u. CLowtr� U1avIP.L.) .' r I. I 4 2 ` ` � 5 emote EAST. SLOW!, aowER t, is .) O7 o INSTAI.I. 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CONSULTING STRUCTURAL ENGINEER CALCULATIONS PROJECT: MIKAMI RESIDENCE ADDITION (LIMITED SCOPE — SEE BELOW) LOCATION: 9955 SW 65 AVENUE PORTLAND, OREGON 97266 CLIENT: EXECUTIVE CONSTRUCTION PORTLAND, OREGON CODE: INTERNATIONAL BUILDING CODE (IBC) 2003 EDITION (w/ 2004 Oregon Structural Specialty Code Amendments) DESIGN CRITERIA: SNOW: N.A. FLOOR: N.A. WIND: 80 MPH, EXPOSURE B (per 97 UBC) SEISMIC: Sds = 1.05, Sd1= 0.37, Site Class D ALLOW. SOIL BRG = 1,500 PSF (TYPE SD) CONTENTS: Lateral Analysis (New Add. Only) Pages 1 thru 9 Red -lined Sketches 2 sheets NOTE: Engineer has been retained in a limited capacity for this project. The design is based upon information provided by the Client who is solely responsible for the same. No responsibility and/or liability is assumed by, or is to be assigned to the Engineer for items beyond that indicated on these sheets. Not valid without original signature in blue ink. cattPROF 11722 II:- • , OREGON 'p G - ►' t6 . ‘ 111 Q .. KLv /f/E3 ?5 f!C-PHRATION 6ACESI 204 SE 78' Avenue, Portland, OR, 97215 Telephone (503) 257 -6540 Facsimile (503) 256 -4643 Cell (503) 705 -4300 ///;difi,t • 4 /dvf liege, -fri-sl rn/e_ /(t - mss" •: / A e/ P cl� v ti- Ai • • 2- ' S 4 G ti z" ) re-faetifi■Oe,. (P, , e 'ft, el: #47,00.4.k) . n , .104 � 1.4' G el C f196- eaoeG A cL . . .• P:. • 3 P - 14 4114 - n Y e el- 07 4 . Q . co • • 1' ' V 4 '/- w C /1 / Z• . /O!9 .. _ ,. . J CI W N P3 1 1 /% �� I . n I i L_ _L _ ,� q 1 � i r.. ' a ;il ' F Fk == "� art i� �� ,, �4 yy r� � „ ��' �j � i . � I � d li II ! 19n �'- 041 �, �, _. — -!, i d. 1 2, 6 Z,Q- . / . pt .- cvc /wN • • .) • . , M411444 leidc/Ajif exee. di•=0 r04 / , - :,:> • a,s Z . Ze/(,(44 - 1 06a- – • lc/ ,(..i0A-4 . 0 ca. _ ...... - e e a D 6 Z e 0. ifi-4 rit17 . 0 :., as 0_ 113 4 v, E , / Lu 0 1115 fa 1 • „-- o V 1 (f) 7 CO N. a) co a) V . a 0 c Z LI-I . ... . . \ 7,, _::L'• ,,...—_,..4. , LIJ . . 1 ,: C) • ' • - . -- -s . 1 , II I ' ..... : 1 W 1 v . sermoci 1 I q ! , • . 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Paul Kluvers Consulting Engineer Seismic Parameters Computation Portland, Oregon Project: Location: Calculation for Wind Loads, using 1997 UBC/1998 OSSC per IBC 1609.1.1, paragraph 6 (2004 OSSC) Basic Wind Speed: . -80 mph From Table 16 -F Importance Fact., I : = 1 V 70 80 90 100 110 Exposure: ' B ( q 12.6 16.4 20.8 25.6 31 • C = q = ' ':16:4': psf See Table 16 -F Wind Force: P = CeC = (1998 OSSC 1620, Eq. 20:11 Hgt. C C qe I P (psf) 0 15' P1= 0.62 1:3 16.4 1 13.22 15' - 20' P2= 0.67 1.3 16.4 1 14.28 20' - 25' P3= 0.72 1.3 16.4 1 15.35 25' - 30' P4= 0.76 1.3 16.4 1 16.20 30' - 35' P5= 0.84 1.3 16.4 1 17.91 35' - 40' P6= 0.95 1.3 16.4 1 20.25 45' - 50' P7= 1.04 1.3 16.4 1 22.17 Front to Rear: Side -to -side: Upper LeveVRoof Height (ft) PSF Force Height (ft) PSF Force P1= 13.22 0.00 PLF P1= 13.22 0.00 PLF P2= 5.0 14.28 71.42 PLF P2= 5.0 14.28 71.42 PLF P3= 2.0. 15.35 30.70 PLF P3= 2.0 15.35 30.70 PLF P4= 16.20 0.00 PLF P4= 16.20 0.00 PLF 1 17.91 0.00 PLF P5= 17:91 0.00 PLF P6= 20.25 0.00 PLF P6= 20.25 0.00 PLF P7= 22.17 0.00 PLF P7= 22 :17 0.00 PLF Total. for Level = 102 PLF Total for Level = 102 PLF Middle Level: Height (ft) PSF Force Height (ft) PSF Force P1= - 13.22 0.00 PLF P1= 13.22 0.00 PLF P2= - . _ 14.28 0.00 PLF P2= 14.28 0.00 PLF P3= . . 15.35 0.00 PLF P3= _ 15.35 0.00 PLF P4= . 16.20 0.00 PLF P4= 16.20 0.00 PLF P5= - = 17.91 0.00 PLF P5= 17.91 0.00 PLF P6= • 20.25 0.00 PLF P6= : 20.25 0.00 PLF P7= 22.17 0.00 PLF P7= 22.17 0.00 PLF Total for Level = 0 PLF Total for Level = 0 PLF Add from Upper Level + 102. Add from Upper Level + 102 Total = 102 PLF Total = 102 PLF Lower Level: Hei ' ht ft PSF Force Hei • ht ft PSF Force P1= 9 :0 13.22 118.97 PLF P1= 9.0. 13.22 118.97 PLF P2= • 14.28 0.00 PLF P2= 14.28 0.00 PLF P3= 15.35 0.00 PLF P3= 15.35 0.00 PLF P4= : : 16.20 0.00 . PLF P4 =. ; 16.20 0.00 PLF Total for Level = 119 PLF Total for Level = 119 PLF Add from Upper Level + 102 Add from Upper Level + 102 Add from Middle Level + 0 Add from Middle Level + 0 Total = 221 PLF Total = 221 PLF Project No. Date: 12/27/2005 e Ade./ .4 Calculation for Wind Loads, using 2004 IBC/ASCE 7-02 RECAP OF FORCES, (F) (from sheet 1): Front-to-Rear Cumul. Side-to-side: Cumul. Upper LeveVRoof: 102 PLF 102 PLF 102 PLF 102 PLF Middle Level: 0 PLF 102 PLF 0 PLF 102 PLF Lower Level: 119 PLF 221 PLF 119 PLF 221 PLF SUMMATION OF EXPOSED AREAS: Front-to-Rear Exposed Level Cumulative Length Forces Forces Upper LeveVRoof: .1 -Y25 LF x (F) = 2,553 Lbs 2,553 Lbs Middle Level: LF x (F) = 0 Lbs 0 Lbs Lower Level: " 25 LF x (F) = 2,974 Lbs 5,527 Lbs Total Wind Force: 5,527 Lbs (Compare to seismic) Side-to-side: Exposed Level Cumulative Length Forces Forces Upper LeveVRoof: : 35.5 LF x (F) = 3,625 Lbs 3,625 Lbs Middle Level: LF x (F) = 0 Lbs 0 Lbs Lower Level: - LF x (F) = 4,997 Lbs 8,622 Lbs Total Wind Force: 8,622 Lbs (Compare to seismic) Rear-to-Front (for daylight basement application): Exposed Level Cumulative Length Forces Forces Upper LeveVRoof: LF x (F) = 0 Lbs 0 Lbs Middle Level: LF x (F) = 0 Lbs 0 Lbs Lower Level: ; 7 ; LF x (F) = 0 Lbs 0 Lbs Total Wind Force: 0 Lbs / �"� r j 1 h 4c Kite 4-4JL4 • Paul Kluvers Consulting Engineer Seismic Parameters Computation Portland, Oregon Project: • Location: Calculation for Seismic Forces, using Analysis per ASCE 7 -02 (For Buildings, per section.9.5.5, "Equivalent Lateral Force procedure ") Spectral Response Accelerations: (from maps) 02 sec. S8 = I " :1 05 ; • I Denotes'lnput Data '.- I 1.0 sec S = 0:37 : ... . Site Class = ..:`.: D: , ) (Use Site Class D °unless Geotech •Report available) ' Determine Site Coefficients: (from Table 9.4.1.2.4a and .4b) F = �.1 Es El Si Fc F� = 1. ' <0.25 1.6 , <0.10 2.4 0.5 1.4 . 0.2 2 Adjusted MCE Spectral Parameters: . 0.75 1.2 •0.3 1.8 Sm = 1.155 (Ss x Fa) 1 1.1 0.4 1.6 S = 0.629 (S1 X Fv) >1.25 1 >0.5 1.5 (For Site Class D only) Design Spectral Response Parameters: SDS = 0.77 (0.67 Sms) SD1 = 0.42 (0.67 Sm1) Compute Approximate Fundamental Period: For Buildings: T = (C (h„)x C = I , 0.02 I' hn = I .' :25 • I x = I ..: 0.75 T = 0.223607 Stricture Type (from Table 9.5.5.3.2) C , x Steel Moment- resisting Frame 0.028 0.8 Reinf. Conc. Moment-resisting Frame 0.016 0.9 Eccent. Braced Steel Frame 0.03 0.75 All other structural systems 0:02 0.75 T 0.2S /S = 0.108918 If T > T < T Use SDS for design Ts = SD1 /SDS = 0.544589 Seismic Use Group (SUG): I (From Table 1.1, Use SUG I unless Essential Fac.) Seismic Design Category (SDC): I C (From Tables 9.4.2.1a and b) Calculate Base Shear: V = S x W (See Section 9.5.5.2.1) Response Coef. R = 6: (From Table 9.5.2.2) Structure Weight W = (Computed, in pounds - see next page) Importance Factor I = V = S = 0.129 W (Eq. 9.5.5.2.1 -1) V = S = 20.765 W (Max.) (Eq. 9.5.5.2.1 -2) V = 0.044S = 0.006 W (Min.) (Eq. 9.5.5.2.1-3) Project No. Date: 12/27/2005 Calculation for Seismic Forces, using Analysis per ASCE 7 -02 (For Buildings, per section 9.5.5, "Equivalent Lateral Force procedure") (Continued) V = 0.128975 W (From Sheet 1) Calculate Building/Structure Weight, W: Level Area (SF) _ Wt/SF Subtotal Seismic Force Upper/Roof 735: :` 12 8,820 lbs Upper Walls (ext) ;:.900:.:: 15 13,500 lbs Upper Walls (int) :'400 :; ` .:• 12 4,800 lbs Level Total = 27,120 lbs = W 3,498 lbs Middle Floor 1 : 0 lbs Middle Walls (ext) - 15 0 lbs Middle Walls (int) `:; ;.1.2 ` 0 lbs Level Total = 0 lbs = W 0 lbs Lower Floor "= °800 :'; : ::. ':' , 9,600 lbs Lower Walls (ext) :.;900= 15,,; 13,500 lbs Lower Walls (int) ' 500" ':,' ; 12 .. 6,000 lbs Level Total = 29,100 lbs = W 3,753 lbs Total Seismic Force = 7,251 lbs Lateral Force Distribution to Shear Walls Page 1 SHEAR WALL SUMMARY - 2 -story Force Distribution: Side -to -side Total Force = 3,625 lbs (from Wind Load calc) Total Effective Width: =l . ; '35Ift. portion Shearwall Shear Minimum v Holddown Dead Net HD Leve Force Allotted; , length, • Shear, v wall type Panel Ceiling h/w adjst. Force, Lbs Load, . Tension l Component feet. Percent Force, lbs feet Ibs per LF (5) Lngth, ft Height, ft Ratio 2w/h (2) Lbs (4) (3) Notes Upper Vi "1 0.29 1,035.82 8 129.48 4 8 2.00 1,036 1,089 -53 V2 17:5 0.50 1,812.68 10 18127 10 8 : ` 0:80 1,450 1,089 361 V3 7:5 0.21 776.86 9 86.32 9 - 8 -7: 0.89 691 1,089 -398 1.00 otal Force = 8,622 lbs (from Wind Load calc) Total Effective Width = " 42 ft. Lower V1 : 10 024 2,052.84 • , : 5.34 384.43 :'. .2:67 9;: 3.37 4,496 2,475 2,021 V2 ',:;`17;5 - .0:42 3,592.46 ",. 10 35925 10 ::'9`' ., 0:90 4,683 2,475 2,208 V3 - '::7;5 0.18 1,539:63 ' . 171.07 :.., 9 9.`z ; 1.00 2,230 2,277 -47 0.83 Force Distribution: Front -to -back Total Force = 3,498 lbs (from Seismic Load calc) Total Effective Width =1 : 251ft. . :Portion' Shearwall Shear Minimum v Holddown Dead Net HD ' Force Allott length; Shear, v wall type Panel Ceiling h/w adjst. Force, Lbs Load, Tension Level Component ;, feet -.' .. Percent . Force, lbs feet . - lbs per LF (5) Lgth, ft Height, ft Ratio 21.4/h (2) Lbs (4) (3) Notes Upper V4 :'- 1;0;5 0.42 1,469.16 :;.: ` :19 7732 .. 19.. 8 ::; 0.42 4.75 619 1,710 -1,091 V5 • 'q:44:5 0.58 2,028.84: 12 169.07 5 ;8° 1.60 125 1,353 2,106 -753 ..... . 0.00 0.00 '`.. r Y 0.00 0.00... 1: 0.00. 1.00 Total Force = 7,251 lbs (from Seismic Load calc) Total Effective Width = -; :25 ft. Lower V4 ';:; '.10:5 0.42 3,045.42 :'.'`20 15227 • 20 9 : 0:45 4.44 1,989 2,700 -711 V5 ":;':=14:5 0.58 4,205.58 20 21028 '7 20; 9; '. '.. 0:45 4.44 3,245 3,492 -247 :.... 0.00 0.00 _ .. 1 0.00. 1 • 1 0.00 0.00 r '1 0.00 1 .. 1.00 NOTES TO SHEAR WALL SUMMARY: 1 Garage wall - need to raise stemwall to reduce h/w ratio. (See Note 6 also) 2 Holddown force is cumulative and includes the tension force from floor above. 3 Net tension of zero or negative indicates no HD req'd 4 See page 3 for calculated dead 'load: values; with reduction of 60% per IBC 1605.3.1) 5 Use minimum sheathing for non-designated shear wall types (see Shear Wall Schedule) 6 Allowable h/w ratio is 3.5:1 forwind, 2:1 for seismic forces [2003 IBC /2004 OSSC • J Lateral Force Distribution to Shear Walls Page 3 - Dead Load Calculations for Reducing Holddown Tension Forces • Roof/ Total Shear Floor Wall Total Total Cumul. Shear Wall Dead Tributary Dead Wall Level Cumul. Load Wall Length Load Span Length Load Height Length Load Load (Red'c'd) Line Level (Min, Ft.) (psf) (Ft.) (Ft.) (psf) (Ft.) (Ft.) (Lbs) (Lbs) (2) (Lbs) (2)(3) Notes V1 Upper 15 3 11 15 8 11 1815 1815 1089 Middle 0 1815 1089 Lower 15 5 11 15 9 11 2310 4125 2475 V2 Upper 15 3 11 15 8 11 1815 1815 1089 Middle 0 1815 1089 Lower 15 5 11 15 9 11 2310 4125 2475 V3 Upper 15 3 11 15 8 11 1815 1815 1089 Middle 0 1815 1089 Lower 15 3 11 15 9 11 1980 3795 2277 V4 Upper 15 11 10 15 8 10 2850 2850 1710 Middle 0 2850 1710 Lower 15 2 10 15 9 10 1650 4500 2700 V5 Upper 15 11 14 15 8 10 3510 3510 2106 Middle 0 3510 2106 Lower 15 2 14 15 9 14 2310 5820 3492 V6 Upper 0 0 0 Middle 0 0 0 Lower 0 0 0 Notes: 1 Includes partial roof for level below 2 Cumulative Loads transferred to Shear Wall Summary 'Dead Load" Column 3 Dead load reduction of 60% taken per IBC 1605.3.1 i SHEARWALL SCHEDULE SILL PLATE TO CAPACITY PANEL FIELD FOUNDATION FOR WIND DATA/ EDGE NAIL NAIL PLATE (SIMPSON SET CAPACITY LOADS (8) MARK SHEATHING NAIL SIZE SPACING SPACING NAILING ANCHORS) (PLF) (PLF) NOTES A 15/32" PWD, OS Bd 6" OC 12" OC 16d it 12" (See Note 4) 260 364 B 15/32" PWD, OS 8d 4" OC 12" OC 16d @ 8" (See Note 4) 380 532 C 15/32" PWD, OS 8d 3" OC 12" OC 16d @ 6" 1/2" @ 48" 490 686 D 15/32" PWD, ES 8d 6" OC 12" OC 16d @ 4" 1/2" CO 48" 520 728 E 15/32° PWD, ES 8d 4" OC 12" OC 16d © 4" 1/2" © 36" 760 1064 3X PLATE REQ'D NOTES 1 O.S. = One side of wall E.S. = Both sides of wall 2 Use common nails for all shear panel nailing 3 Place plywood/sheathing on same side as symbol 4 Provide sill plate anchorage 1/2 bolt spaced at 6' and min 2 per board, and not more than 12" from ends (per IBC 2308.6) 5 Unless indicated on the plans, minimum wall sheathing to be 7/16" PWD w/ 8d © 6" all panel edges (Capacity = 240 PLF) 6 Shear wall capacities increased 40% for wind loads per IBC 2306.4.1 HOLDDOWN SCHEDULE I CAPACITY MARK ANCHOR BOLT SIMPSON HOLDDOWN OR STRAP POST (LBS) 1 N.A. MSTI 36 STRAP 2 - 2X 2,090 2 N.A. MSTI 60 STRAP 2 - 2X 3,680 3 SSTB20 PHD2 - SDS3 2 - 2X 3,610 4 SSTB34 PHD6 - SDS3 2 - 2X 5,860 5 SSTB34 HD10A I 1 - 4X 9,540 6 N.A. LSTA24 STRAP 2 - 2X 1,295 NOTES 1 Use threaded rod of same diameter as anchor between floors I I • a : .. ... . • 1 .: : . r. - .._ y .' ..'1:.. S:fi.'s. k.'E. . rid':: :nL`.r: • n, � A. . a� — L_ 11' -11' 17 -0' - - 71 '. 0 — 7-0' I 7d - - B$' — - 73' 341" . s-6 - 7.0" 1 � �� 2 -1? 4'a 0.1' ! I l i J ' j; - .MIEM;m1#1 I ----F 4 4 i 7'� 4 I I _' -- ._viz L-- 1 — --- -_— ' ` _ i 1 ; 1 ,1 S r — — — — ` I 4 �� - -- - F. -- -- -- ----- i ' —12.8' / � ' t lI ! _ 1 0 —� i 1 P _= j 1 ,1 4 H i 4 Z. 4 7 , g . — I !I � n � i . 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"..:•.:•:•,.... ..:.,. 2:.:.. _:Q 5 ..... . .....,.:....... ,,..:........ .,... <:. ..::..: . _,...„ , F x .x:.. x sA _ : . ... <. << • • .:: ..: .... • MIKAMI ADDITION - GIRARD CONSTRUCTION OR HUTTIG BUILDING PRODUCTS • L. 2005.1 Allowable Stress Design NOTE: LOAD TABLE 1 LPI 36A DEPTH 11.875" DESIGN CRITERIA : VS 0.45 I: 0.51 1 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY WEB: 0.375" ' _ _ THE VERTICAL LOADS SHOWN VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES FLANGE 1.50 X 2.25 LIVE LOAD = 40 PSF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. LOADING. DEFLECTION LIMITATIONS, FRAMING (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DEAD LOAD = 10 PSF METHODS, WIND AND SEISMIC BRACING. AND OTHER TOTAL LOAD = 50 PSF , LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP /SIDE LOAD FROM TO LOAD LDF THE RESPONSIBILITY OF THE PROJECT ENGINEER FT- IN -SX FT- IN -SX I SPACING = 16.00 IN . C/C I OR ARCHITECT. UNIFORM FLOOR LIVE TOP 53 PLF 00 -00 -00 35-06 -00 1.00 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD TOP 13 PLF 00 -00 -00 35 -06 -00 0.90 DEFLECTION CRITERIA : , LATERAL STABILITY. LIVE LOAD DEFL: I. / 480 3. DO NOT CUT, NOTCH OR DRILL LPI FLANGES. WARNING NOTES: TOTAL LOAD DEFL : L / 240 4. SHIM ALL BEARINGS FOR FULL CONTACT. 5. VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L -P ENGINEERED WOOD PRODUCTS. • 6. THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LPI JOISTS IS 7. PROVIDE COMPRESSION EDGE BRACING AT STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW LOAD SHARING: 4 % 39" O.C. OR LESS. BY A DESIGN PROFESSIONAL CODE COMPLIANCES : • MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI REPORT # JOIST AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, NER 606 • ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM ICBO PFC- 3754 IS CAPABLE OF SUPPORTING THE REACTIONS. L.A. City RR 25176 WISCONSIN 200114 -W • PROVIDE ANCHORAGE FOR UPLIFT AT SUPPORTS INDICATED BY NEGATIVE REACTIONS. N.Y. CITY MEA 96-94-6 ' ANCHORAGE DETAIL TO BE PROVIDED BY PROJECT ARCHITECT, ENGINEER, OR DESIGNER. CCMC 11094 -R • HUD SEB 1091 ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. A EG E Ilk ‘,/,'/ II .' DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND i APR 0 2006 NAILED 23/32" APA RATED SHEATHING (48/24 SPAN RATING) CITY OF i l6h i B�LDiNGr � IV!STO .. i I Vibration Controlled Spans Assume: • Concrete strength: None SUPPORT REACTIONS (LBS) : Concrete thickness: 0 3/32' CASE BEAR I N G NUMBER , Sheathing Material: Ceiling Material: Sle' gyp. board 1 2 3 Ceiling Straps 24" O.C. None 1 546 1508 312 None • Bridging Material: None 2 109 302 62 3 577 1035 -44 Number of Rows: 4 78 775 420 MIN BEARING SIZES (IN -SX) I LI 1 -12 3- 8 1 -12 11.875 T J 2.250 MI CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.30" 0.51" \ 20- 6- 0 N. 15- 0- 0 \ •DEAD LOAD 0.09" `A 35- 6- 0 \ TOTAL LOAD 0.37" 1.02" ••• THIS DRAWING IS NOT TO SCALE*** Handling 8. Erection Miscellaneous Information LP LVL and CTR, LPI Joist Specifications Software Provided By: 04112/08 ICC Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the • Supports and connections for LP LVL and CTR. LPI Joists to be specific applications. LP Engineered Wood Products plumb and for resisting lateral forces shall be designed and complete structure. Obtain all the necessary code compliance approval and ' Common nails driven parallel to glue lines shall be spaced a minimum of 4" for 10d 2706 Highway 421 North installed by others. No loads are to be applied to the Instructions from the designers of the complete structure before using this and 3' for Bd. 9 y component until after all the framing and fastening are component. If the design criteria listed above does not meet local building ' Do not cut, notch. drill or alter LP LVL and CTR, 191 Joists except as shown In Wilmington, NC 28401 completed. At no time shall loads greater than design loads code requirements, do riot use this design. When this drawing is signed published material from LP any use of LP LVL arcl CTR, 191 Joists contrary to the Local 910.762.9878 be applied to the component. and sealed, the structural design is approved as shown in this drawing limits set forth hereon,negates any express warranty of the product and LP disclaims National Wats BOO 999.9105 based on data provided by the customer. LP LVL and CTR, 191 lolsts are all implied warranties including the Implied warranties of merchantability and fitness Design Criteria made without camber and will deflect under load. Wood in direct contact for a pahio tar use. The design and material specified are in substantial with concrete must be protected as required by code. Continuous lateral conformity with the latest revisions of NDS and AITC. • support Is assumed (wall. floor beam. etc.). LP does not provide on -site DWG # Dead load deflection includes adjustment factor for creep. inspection. This drawing must have an Architect's or Engineer's seal afixed ' A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR Total load deflection is instantaneous. to be considered an Engineering document. LP Is a registered trademark of Louisiana -Paafic Corporation. SHEET # a File: C'\Documents and Settings \gchaing\My Documenls\WORK\06- 306\woode.SPX NOTE: - LOAD TABLE 1 LPI 36A DEPTH 11.875 " DESIGN CRITERIA : MSI: 0.42 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY WEB: 0.375" VSI: 0.32 THE VERTICAL LOADS SHOWN'VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES FLANGE 1.50 X 2.25 LIVE LOAD = 40 PSF LOADING, DEFLECTION LIMITATIONS, FRAMING FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. DEAD LOAD 10 PSF - • METHODS, WIND AND SEISMIC BRACING. AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) TOTAL LOAD = 50 PSF LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP /SIDE LOAD FROM TO LOAD LDF THE RESPONSIBILITY OF THE PROJECT ENGINEER FT - IN - SX FT - IN - SX I SPACING = 12.00 IN. C/C I w " OR ARCHITECT. UNIFORM FLOOR LIVE TOP 40 PLF 00 -00 -00 20 -06 -00 1.00 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD TOP 10 PLF 00 -00 -00 20 -06 -00 0.90 DEFLECTION CRITERIA : LATERAL STABILITY. LIVE LOAD DEFL: L / 480 3 DO NOT CUT, NOTCH OR DRILL LPI FLANGES. WARNING NOTES: TOTAL LOAD DEFL: L / 240 4. SHIM ALL BEARINGS FOR FULL CONTACT. 5 VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L -P ENGINEERED WOOD PRODUCTS. 6 THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LPI JOISTS IS 7. PROVIDE COMPRESSION EDGE BRACING AT STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW LOAD SHARING: 4 4 41' O.C. OR LESS. BY A DESIGN PROFESSIONAL. CODE COMPLIANCES : MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI REPORT 8 JOIST AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, NER 606 ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM ICBO PFC- 3754 IS CAPABLE OF SUPPORTING THE REACTIONS. L.A. City RR 7.5176 WISCONSIN 200114 -W ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. N.Y. CITY MEA 96- 94 - E CCMC 11094 -R HUD SEB 1091 DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 23/32" APA RATED SHEATHING (48/24 SPAN RATING) I Vibration Controlled Spans Assume: I Concrete strength: None SUPPORT REACTIONS (LBS) : Concrete thickness: 0 CASE BEAR I N G NUMBER Sheathing Material: 23/32' 1 2 Ceiling Material: 5/8' gyp. board 1 513 513 Ceiling Straps 24' 0.0. None 2 103 103 Bridging Material: None None Number of Rows: MIN BEARING SIZES (IN -SX) 1 -12 1 -12 I., J • • 11 . 87�5c I 2.250 CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.35" 0.51" °DEAD LOAD 0.13" \ 20- 6- 0 TOTAL LOAD 0.44 " 1.02" ••• THIS DRAWING IS NOT TO SCALE ••• Handling & Erection Miscellaneous Information LP LVL and CTR, LPI Joist Specifications Software Provided By: 04/12/08 ICC Temporary and permanent bracing for holding component The use of this component shall be specified by the designer of the . • Supports and connections for LP LVL and CTR, LPI Joists to be specific applications. LP Engineered Wood Products plumb and for resisting lateral forces shall be designed and complete structure. Obtain all the necessary code compliance approval and • Common nails driven parallel to glue lines shall be spaced a minimum of 4' for 10d 2706 Highway 421 North Installed by others. No loads are to be applied to the Instructions from the designers of the complete structure before using this and 3• for 8d. B Y component until after all the framing and fastening are component. If the design criteria listed above does not meet local building • Do not cut, notch, drill or alter LP LVL and CTR, LPI Joists except as shown In Wilmington, NC 28401 completed. At no time shall loads greater than design loads code requirements, do not use this design. When this drawing Is signed published material from LP any use of LP LVL and CTR, LPI Joists contrary to the Local 910.762.9878 be applied to the component. and sealed, the structural design is approved as shown In this drawing limos set forth hereon,negates any express warranty of the product and LP disclaims National Wats 800 999.9105 Design Criteria based on data provided by the customer. LP LVL and CTR. LPI foists are all implied warranties Including the Implied warranties of merchantability and fitness made without camber and will deflect under load. Wood in direct contact for a particular use. The design and material specified are in substantial with concrete must be protected as required by code. Continuous lateral conformity with the latest revisions of NDS and AITC. • support is assumed (wall, floor beam, etc.). LP does not provide on -site DWG # Dead load deflection includes adjustment factor for creep. inspection This drawing mud have an Architect's or Engineer's seal affixed • A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR Total load deflection is Instantaneous. to be considered an Engineering document. SHEET # LP is a registered trademark of Louisiana - Pacific Corporation. File: C: \Documents and Settings \gchang \My Documents \WORK\06- 306\woode.SPX • • MIKAMI ADDITION 4 -12 -06 PRECISION TRUSS & LUMBER 11:03am • GIRARD CONSTRUCTION 1 of 1 ; KeyBeanIS 4.409h lannearnEngine 4.412h I Materials Database 464 Member Data Application: Floor Description: GARAGE HEADER Member Type: Beam pp JOB #06 -306 Lateral Bracing: Continuous Top Building Code: UBC Standard Load: Moisture Condition: Dry Live Load: 400 PLF Deflection Criteria: 11360 live, L/240 total Member Weight: 11.4 PLF Dead Load: 180 PLF Deck Connection: Nailed DOL: 100% Filename : GLBI .KYB • Non - standard Loa Trib. Live Dead Type Begin End Width Start End Start End DOL (Description) Additional Uniform (PLF) 0' 0.00" 17' 0.00" 50 30 115% 1: . t -', Wes- r- . ',741. , V 7 ,,:- iV.f7'7';'ZI4iv?'v�+�fia�lia 31.7.-,747��y�3sty 5.54yi`rv�,.;S 5 n..a�: % 4`�a . 3TcgZi i: ='a - 16 6 0 166 Bearings and Reactions Input Minimum Worst Case Location Type Length Length Total 115% 100% Dead Total 1 0' 0.00" Wall 5.50" 2.60" 5281# 394# 3146# 1742# 5281# 2 15' 8.75" Wall 5.50" 2.60" 5281# 394# 3146# 1742# 5281# Design spans 15' 8.75" Product: 3118 x 15 Rosboro Glulam Arch I ply Component Member Design has Passed Design Checks • g . ' , Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Location Loading Actual Allowable Capacity 19217.`# 23438.#. 81% 7.86' Total load 100% Shear Moment r 4110:# 8281.# 49% 14.94' Total load 100% 47% p' Dead load Max. Reaction 5280.# 11172.# 7.86' Total load 115% TL Deflfection 0 0.5243" L/481 LL Deflection 0.5845" 0.7865" L/322 7.86' Total load 115% ection Control: Positive Moment All product names are trademarks of their respective owners �{ i -f '� LLC. ALL FLIGHTS RESERVED. f v z � `,+'a �, Copyright (C)1989-2005 by Keymark Enterprises, • . _ . �,, . p1 ®mf W: "Pacing Is relined es when the member. floor joist, beam or girder. shown on this i hawing meets applicable design aiterfa for Loads. Loading C°rbitore, and Spars • 1 listed on this sheet, Ma design must be revi qualified designer or design ' . �.... . ....",. .ar"rg e" annrovaL T is d ewed by a esign assu product i OR HUTTIG BUILDING PRODUCTS MSI: 0.45 MIKAMI ADDITION GIRARD CONSTRUCTION 1 LPI 36A DEPTH 11.875" DESIGN CRITERIA : vsl: 0.5t 2005.1 Allowable Stress Design LOAD TABLE WEB: 0 375" = 40 PSF NOTE: LIVE LOAD 10 PSF • FLANGE 1 50 X 2 25 DEAD LOAD = • 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOA CASES T OTAL LOAD = 50 PSF THE VERTICAL LOADS SHOWN VERIFICATION OF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. • LOADING, DEFLECTION LIMITATIONS, FRAMING (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) � LDF I SPACING 16 .00 IN . C/C METHODS R C I GT ATI ISA LB A SR REQUIRED IS OTHER FR-IN -SX TO -IN - SX TH RESPONSIBILITY THAT T ALWAYS T IS DISTRIBUTION SOURCE TYPE TOP /SIDE LOAD FT F 1.00 SPACING CRITERIA OR RCHITECIBILITY OF THE PROJECT ENGINEER UNIFORM FLOOR LIVE TOP 53 PLF 00 -00 -00 35 -06 -00 0.90 LIVE LOAD DEFL: L / 480 3. DO NOT CUT, NOTCH OR DRILL LPI FLANGES. WARNING OR V IDEIREST. 13 PLF 00 - 00 - 00 35 - 06 - 0 0 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD TOP TOTAL LOAD DEFL: L / 240 LATERAL STABILITY. N G NOTES: WOOD 4. SHIM ALL BEARINGS FOR FULL CONTACT. 6. TH S I PI TO B USED AS A FLOOR JO ST ONLY. USE O COMPONENT HIS DES GN FOR ANYTH NG OTHER HAN LVL OR LPI JOISTS I SRODUCT . 5. BEFORE CUTrIG LPI TO SIZE. THIS LOAD SHARING: 4 7. PROVIDE COMPRESSION EDGE BRACING AT STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW 39" O.C. OR LESS. CODE COMPLIANCES BY A DESIGN PROFESSIONAL. NER REPORT a 606 MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI ICBO PFC 3754 JOIST AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, L.A. City 60 25176 ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM WISCONSIN 200114 - W IS CAPABLE OF SUPPORTING THE REACTIONS. L. Cit RR RA 51 - E PROVIDE ANCHORAGE FOR UPLIFT AT SUPPORTS INDICATED BY NEGATIVE REACTIONS. HUD SEB 1091 ANCHORAGE DETAIL TO BE PROVIDED BY PROJECT ARCHITECT, ENGINEER, OR DESIGNER. CCMC 11099 R 6 • ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. • • DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND NAILED 23/32" APA RATED SHEATHING (48/24 SPAN RATING) I Vibration Controlled Spans Assume: Concrete strength: None Concrete thickness: 0 Sheathing Material: 5/8' g 5/8" gyp. board Ceiling Material: None SUPPORT REACTIONS (LBS) : Ceiling Straps 21' o.c. None CASE B fi A R I N G NUMBER Bridging Material: None 1 2 3 Number of Rows: 1 546 1508 312 2 109 302 62 3 577 1035 -44 4 78 775 420 MIN BEARING SIZES (IN -SX) 11.875 J 1 - 12 3- 8 1 -12 GS! 2.250 CROSS SECTION MAXIMUM DEFLECTIONS \ 15- 0- 0 CALCULATED ALLOWABLE 20- 6- 0 1, 35- 6- 0 LIVE LOAD 0.30" 0.51" ^• THIS DRA IS NOT TO SCALE ^' "DEAD LOAD 0.09" 1.02" TOTAL LOAD 0.37" Software Provided By: 04/12/06 ICC Miscellaneous Information LP LVL and CTR, LPI Joist Specifications Handling & Erection • Supports and connections for LP LVL and CTR, LPI Joists to be specific applications. LP Engineered Wood Products 2706 Highway 421 North and for r si smanent bracing s s holding It be e omnedent The use of this component Obt shall be c e nary by the mp igner of Wilmington, NC 28401 plumb and for rrsisting lateral tomes shalt be designed and complete s8ircture. Obtain all the necessary code compliance approval and "Common nails driven parallel to glue lines shall be spaced a minimum of 4' for Local 910.762.9878 n If the design criteria listed above does not meet local building " Do ro t d m any use I and CTR. LPI Joists LPI ceptts shown i lo the N l mi ngt n, N 284.999.9105 installed by others. No loads are to be applied to the instructions from the designers of the complete structure before using this and 3• for component Anti) ahem all the fra s gr are f he n d e s are cod g published etits het forth pal 1mm egates any e f L waa of the I Jo sts ard LP disclaims comp Al h e time shall bads greater than d bads and se swaural design Is approved as shown in this drawing p be applied to the component based on data provided by the customer. LP LVL and CTR, LPI joists are all implied warranties including the implied warranties of merchantability and fitness Design Critena made without camber and will deflect under load. Wood in direct contact for a particular rue. The design and material specified are in substantial with concrete must be protected as required by code. Continuous lateral DWG support is assumed (wail, floor beam. etc.). LP does not provide on -site Dead e f l the n in revisions of NDS ono for creep • inspection. This drawing must have an Architect's or Engineer's seal afixed ' A COPY OF THIS DRAWING IS TO BE GIVE T O THE INSTALLING CONTRACT SHEET Total toad deflection is instantaneous Dead load deflection indudes adlrutment factor for seep. to be considered an Engineering document. LP is a registered trademark of Louisiana -Pacific Corporates. File C. \Docuinelits and Settings\gchang\My Documents \ WORK \06 - 306 \woode SPX • MIKAMI ADDITION - GIRARD CONSTRUCTION OR HUTTIG BUILDING PRODUCTS 2005.1 Allowable Stress Design NOTE: LOAD TABLE 1 L 38 DESIGN CRITERIA VSI: 0.32 • 1. THIS COMPONENT IS DESIGNED TO SUPPORT ONLY WEB: 0.. DEPTH 11.875 " 375" SI: 0.32 • THE VERTICAL LOADS SHOWN VERIFICATION OF NOTE: LOADS SHOWN ARE FOR INPUT LOAD CASE (1). OTHER LOAD CASES FLANGE 1.50 X 2.25 LIVE LOAD • = 90 PSF FOR PATTERN LIVE LOADING ARE CHECKED AS REQUIRED. DEAD LOAD LOADING, DEFLECTION LIMITATIONS, FRAMING 10 PSF METHODS, WIND AND SEISMIC BRACING, AND OTHER (DIMENSIONS MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) TOTAL LOAD 5 • 0 PSF LATERAL BRACING THAT IS ALWAYS REQUIRED IS DISTRIBUTION SOURCE TYPE TOP /SIDE LOAD FROM TO LOAD LDF • THE RESPONSIBILITY OF THE PROJECT ENGINEER FT- IN -SX FT- IN -SX I SPACING ix 12.00 IN. C/C OR ARCHITECT. UNIFORM FLOOR LIVE TOP 40 PLF 00 -00 -00 20 -06 -00 1.00 2. PROVIDE RESTRAINT AT SUPPORTS TO ENSURE UNIFORM FLOOR DEAD TOP 10 PLF 00 -00 -00 20 -06 -00 0.90 DEFLECTION CRITERIA : LATERAL STABILITY. LIVE LOAD DEF'L: L / 480 3. DO NOT CUT, NOTCH OR DRILL LPI FLANGES. WARNING NOTES: TOTAL LOAD DEFL: L / 240 4. SHIM ALL BEARINGS FOR FULL CONTACT. 5. VERIFY DIMENSIONS BEFORE CUTTING LPI TO SIZE. THIS COMPONENT DESIGN IS SPECIFICALLY FOR L -P ENGINEERED WOOD PRODUCTS. 6. THIS LPI IS TO BE USED AS A FLOOR JOIST ONLY. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LPI JOISTS IS 7. PROVIDE COMPRESSION EDGE BRACING AT STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES REVIEW LOAD SHARING: 4 % 41' O.C. OR LESS. BY A DESIGN PROFESSIONAL. • CODE COMPLIANCES : MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LPI REPORT II JOIST AS DESIGNED. IT IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, NER 606 ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM ICBO PFC- 3754 IS CAPABLE OF SUPPORTING THE REACTIONS. L.A. City RR 25176 WISCONSIN 200114 -W ANCHOR LPI JOIST SECURELY TO BEARINGS OR HANGERS. N.Y. CITY MEA 96-99-E CCMC 11094 -R HUD SEB 1091 DEFLECTION ASSUMES COMPOSITE ACTION WITH GLUED AND • NAILED 23/32" APA RATED SHEATHING (48/24 SPAN RATING) I Vibration Controlled Spans Assume: I Concrete strength: None SUPPORT REACTIONS (LBS): Concrete thickness: 0 CASE B E A R I N G NUMBER Sheathing Material: 23132" 1 513 513 Ceiling Material: 5/8" gyp. board Ceiling Straps 24' o.c. None 2 103 103 Bridging Material: None Number of Rows: None MIN BEARING SIZES (IN -SX) Jr 1 -12 1 -12 11.8755 2 LI J .250 CROSS SECTION MAXIMUM DEFLECTIONS CALCULATED ALLOWABLE LIVE LOAD 0.35" 0.51" •DEAD LOAD 0.13" s TOTAL LOAD 0.44" 1.02" 20- 6- 0 ••" THIS DRAWING IS NOT TO SCALE ••• Handling 8 Erection Miscellaneous Information LP LVL and CTR, LPI Joist Specifications Software Provided By: Temporary and permanent brad for holding component The use of Ibis component shall be specified by the designer of the Supports 04/12/06 ICC be ne po D 9 pports and connections for LP LVL and CTR, LPI Joists to be specific applications. L Engineered Wood Products plumb and for resisting lateral forces shall be designed and complete structure. Obtain all the necessary code compliance approval and ' Common nails driven parallel to glue lines WWI be spaced a minimum of 4" for 100 2706 Hi y Installed by others. No loads are to be applied to the Instructions from the designers of the complete structure before using this and 3' for 8d. ghwa 421 North component until after all the framing and fastening are component. If the design criteria listed above does not meet local building • Do not cut, notch, drill or alter LP LVL and CTR, LPI Joists except as shown in Wilmington, NC 28401 completed. At no time shall loads greater than design loads code requirements, do not use this design. When this drawing is signed published material from LP any use of LP LVL and CTR, LPI Joists contrary to the Local 910.762.9878 be applied to the component. and sealed, the structural design is approved as shown in this drawing limits set forth hereon,negates any express warranty of the product and LP disclaims National Wats 800.999.9105 Design Criteria based on data provided by the customer. LP LVL and CTR, LPI joists are all implied warranties including the implied warranties of merchantability and fitness made without camber and will deflect under load. Wood In direct contact for a particular use. The design and material specified are In substantial with concrete must be protected as required by code. Continuous lateral conformity with the latest revisions of NDS and AITC. • support Is assumed (wail floor beam, etc.). LP does not provide on -site DWG # Dead load deflection includes adjustment factor for creep. inspection. This drawing must have an Architect's or Engineer's seal armed • A COPY OF THIS DRAWING IS TO BE GIVEN TO THE INSTALLING CONTRACTOR Total load deflection is instantaneous. to be considered an Engineering document. LP is a registered trademark of Louisiana - Pacific Corporation. SHEET # File: C: \Documents and Settings \gchang \My Documents \WORK \06- 306\woode.SPX • MIKAMI ADDITION 4 -12 -06 XeyBeam PRECISION TRUSS & LUMBER 11:03am ' GIRARD CONSTRUCTION 1 of I KeyBeam®.4.409h lcmBeamEngine 4.412h Materials Database 464 Member Data Description: GARAGE HEADER Member Type: Beam Application: Floor JOB #06 -306 Lateral Bracing: Continuous Top • Standard Load: Moisture Condition: Dry Building Code: UBC Live. Load: 400 PLF Deflection Criteria: L/360 live, L/240 total Dead Load: 180 PLF Deck Connection: Nailed Member Weight: 11.4 PLF DOL: 100% Filename : GLB1.KYB Non - standard Loads Type Tri b. Live Dead (Description) . Begin End . Width Start End Start End DOL Additional Uniform (PLF) 0' 0:00" 17' 0.00" 50 30 115% / 16 6 0 ' / / 16 6 0 Bearings and Reactions ' Input Minimum Worst Case , Location Type Length Length Total 115% 100% Dead Total 1 0' 0.00" Wall 5.50" .2.60" 5281# 394# 3146# 1742# 5281# 2 15 8.75" Wall 5.50" 2.60" 5281# 394# 3146# 1742# 5281# Design spans 15'8.75" Product:,3 1/8 x 15 Rosboro Giulam Arch 1ply Component Member Design has Passed Design Checks." Design assumes continuous lateral bracing along the top chord. Allowable Stress Design Actual Allowable Capacity Location .. Loading Positive. Moment 19217.'# 23438.' #. 81% 7.86' Total load 100% Shear 4110:# 8281.# 49% 14.94' Total load 100% Max. Reaction 5280.# 11172.# 47% 0' Dead load LL Deflection 0.3917" 0.5243" L /481 7.86' Total load 115% TL Deflection 0.5845" 0.7865" U322 7.86' Total load 115% Control: Positive Moment • All product names are trademarks of than respective omen: 1 . , '� f Copyright (C)1989.2005 by K . N ;,1 , � y eymaric Enterprises, LLC. AU. RIGHTS RESERVED. 17111.11.PIO.N. 1.1.r "Passing is defined as when the member. floor Joist, bean or girder. shown on this irawmg meets applicable design atteiia for Loads. Loading Conditions. and Spans hstedOn this sheet. The design must be reviewed by a qualified designer or design professional as required for approval. This design assumes product installation according to the manufacturer's specifications • Mark, Here are the notes for a change request to the following permit. MST 2006 -00003 for 9955 SW 65th Ave. Change 1: Support beam and footings have been replaced in the garage with TJI joist to allow the gar age to be covered in one span. This eliminates the needs for the footings under the garage and engineering for this is attached from the original engineer. A10 and All Change 2: With the beam and supports removed in the garage, the existing window will remain and be shear walled around. This is also included in the attached notes from the original engineer. A8.1 • Change 3: Addition of a new room above the existing living and fireplace at the back center of the house. I have attached new floor plans, joist layouts and truss layouts in addition to the new engineering notes. This is an office attached to the Master Bedroom. .. ster . .......:...: .. - .:. .:..... an es for a front deck w' Change 4• I am also in g with a • modification to etback to allow • - -d deck that uses 25% of the fron •ack. Change 5: The raised platform that was above the stairs is the wrong width. That has been correct -on the plans. Also the correct inside dimensions of the closets and walls have been modified. Thanks for your time, and please contact me at my cell phone if you have any questions. I ......... . . .. am not sure how calculations were done, butitbasicallyhlooksrlikeuthe footage added exist permit. If you need ..:. everything existing pe o 9 but the stairs already in the a new number for cost purposes please let me know. Jamie Mikami (503) 490 3970 (cell) • REVISION APPROVED f , 3' -3 „ , 3 =0" ' 127" 4 _ in M ASTER OFFICE r- 4 rL --- raj 9'-2" -2 a � '- •.: , ,C1 - r ,• : -...• � cv ? !.5 x " � 12'-8" 8'-.9" t «.., q g �,. ', a .. MASTER ..�.. G .....:..;. BATH ROOM MASTER BEDROOM `�' . SUITE `�' �` RAISED z' LAUNDRY ti ' ` 9 t 4 , 6 11 s. r� /� E, 3 ' - Q , t Co' , � .. 3 � w .,. a ,_ •ire > „a.i se. y - `; 20'4” c, FAMILY ROOM `- w a ( -0" 4 PA f . . I FLOOR JOIST PLAN FOR 2nd STORY IMI .::;,, NEW ROOM FLOOR JOISTS i ' : RAISED 4 ,, ,, , PLATFORM NOTE: REMOVAL F 1ST STORY LIVING ROOM !M ABOVE E STAI RS ¢ CEILING PA RT OF t = ORIGINAL PLAN NI , 0 - S IAMBI! 7 , 111111111111111 V . .: 3 .v L r ' 1111= 1111 I ' imi , h .. 4- 5 s 3W0u r I F ,, , +Q 4' . :::::, ( AI VN q 1 �.r ' bd.,� t MM 11.1111111 111111111iiiMi3 „ Miti"w TRUSS LAYOUT OVER 2ND STORY ,u , r SRN TRUSSES PLANNED /If— - FOR 1st STORY y....... . y EXTENDED VAULT � ... ._..�. "'"I'''' = M OVED TO 2nd STORY 1 , ;'.. 1 ., Y ; c 3` ` q; �iI err rili _5 m y . ...wry —... ■ , 4 J -. . -----. ■ i „All Y V _ ' r'', x .. ., , , „, MI :: ■ I 3� I r d, � 1 . I I : / 4 0' px 1 t ` I� } H andling & Installation Recommendati ;h = -' , f NARKING: FLOOR LAYOUT F P» latsts ''' Cf Lam° J3ea 1 , ` - _ The following conditions are • ° r NOT permitted Design Process - Engineered Wood Note= Foc` speeifiestreagt d_ gaa infbrmatioaypr eas'e cons uItspedfid product brachures_ •) Forapphcat ronswithLyoxstdepthsaverl�', preaseconsirttheELI .3 PmductGutde.r : l Do not use visually damaged p roducts without first checking Sim I p ' Products with your local LP Engineered Wood Products distributor Simple Spa Joists Floor Span Tables. Based on the product selected in the conceptual design, FaFnZOTe lretaialiCeaSete &td ouecwrnptetthzstaEatzorE G'urde(EW6O99 ' s or sales office. For a complete listing of "don't" details, specify the on-center spacing for all simple span hoists. :-- {- 'iT - =, -' .- r : , I refer to LP's EWP Installation Guide. • WIiRNIN Harare li fellaiu goad' pracedurOrhand/ur U Continuous Span Joists: Floor Span Tables. Based on the product selected in the conceptual » s ° storage andu�llahaircoultfresultnsunsatisf adarg, • This is not intended as a manual for selecting • No loads other than the weight of the design, specify the on- center spacing for all the continuous (multiple) span I-joists- grjornant�un edesi 'andrpassr6fecolCap > products and assumes that components and erectors are to be imposed on the structure DON'T put holes too • DON T overcut hole ' • j•"• • - •r- ' r = details have been specified correctly. before it is permanently sheathed. (lose to supports. and damage flange. ® Header: Uniform Floor Load (PLF) Tables. Where possible use the same product specified in IMPORTANT NOTES: These instructions are offered as a guide to • Consult the LPL Joist and Gang -Lam LVL • After sheathing, do not overload joists with the conceptual design (A and /or B) for all the headers around openings or Gang -Lam LVL. good practice in the handling, storage and installation of LPI Joists brochures or contact your LP Engineered construction materials Wood Products distributor for assistance. exceeding design loads. ma =r - = =_' _ d':• and Gang -Lam LVL beams. They are, however, solely general recom- g gn =. mendations and, in some instances, other or additional precautions . All rim joists, blocking, connections and • LPI Joists and Gang -Lam . f _ • `, ¢.. . l _ ;. Q Header Supports: Are complex members that fall outside the scope of this design guide. Use the may be desirable. In all cases, the procedures used should be as temporary bracing must be installed before LVL beams must be used 7- # ` v • t? f 7 LP design software or contact your nearest LP Engineered Wood Products distributor. specified by the architect /engineer responsible for the enure building. erectors are allowed on the structure. under dry, well - ventilated conditions. l 1:+: ' ' .. 7.. - ' Pa 1 r ya' -: ' ® Cantilever: Load - Bearing Cantilever Tables. After determining the correct roof system spans and standard uniform roof load, specify cantilever reinforcing where necessary. !� a g`. For complete listing of available floor details, refer to LP's Engineered Wood Products Installation Guide. Holes in LPI Joist Webs: Web Hole Specifications. All holes greater than 1 -1/2' in diameter SOME TYPICAL FLOOR DETAILS , Verify capacity and fastening of hangers and connections. • Some wind or seismic loads may require different or additional details and connections. Refer to hale OM V must be checked to see if they reduce the strength of the I- joist- chart for correct locations ect a end of Hoist to nail aligned under 0 LP Solid Start Rim Board LPI Blocking at Exterior Wall �5 Joist End Nailing B2 Squash Blocks R3 DON'T make hole with • DON'T Cut or notch ® Framing Connectors: Refer to page 21 for a quick reference guide to common connectors (NI series) Use two 8d nails or -, r" . hammer unless knock -out flange- from two major manufacturers. Verify the suitability of any connector before using. 40 Fasten dm board to each floor two 10d box nails Blak ng panels may Use double squash blocks as i s prov id e d . r� Ijoistn usin or e 8 d nail or lid I $ be required with specified. Squash blocks must 11 g tone on each side) Closure/Bracing: Floor Details, Closure, Bracing, Blocking and Rim are required to prevent �ox na per Fl g flange / shear wall �� b M 1 /16' ta ller than Ilast • the LPI Joist from twisting, rolling or racking during and after construction. �' I g, g g g 2x4 minimum + �: `�� Same depth as 1-joist \� ` y ' • �� ^ t T ' - > �; 1 � , - , i • " �; ' NOT Details and Suggested Specifications. / \ h : /` tr `' :/ - i , : r. Always consult LP's installation details to ensure the floor /roof system will perform properly- ; �� v. " � Snigger ate' / , Recommended typical specifications for use with residential construction are included along with . I 8d or 10d :r. DO T drill y� L' / ' ��� �' • a -� lan e. a list of common framing errors and practices to avoid. • "ss -/ ' box n ails I / DON T g � x -�• e !DNA �« hammer on flange 1 -1/ 2" min. from Beads wall ;`k ' "' Is 10d soils at 6° at mevailed 8d nods at 6° / splits ng c and damage joist. horn outside of building (when used for shear bander, nod ro bearing wall above Toe nal 8d or 10d F date with same nailing schedule for decking) box nail to plate DON'T tut flange Rte Refer to Joist End Nailing detail e for pipes. A5, for rotted sizes a » Hanger Detail p p n ® and locations. Cantilever Detail Stair Stringer Hanger Detail ' E: o 23/32° OSB (or equal) Reinforcement Both Sides Web filler I11 j ��� *Detail C2 s similar to C3 with reinforcing on Verify wooly wooly and Be sure to check i. • a. 1....4- - si � - ' ���� \��� It one side only. f astening req uirements of web filler V APA-rated 23/32' OSB ` Pi, \� o Mitch web filler 4' O" hangers end connectors ► 'a \ •�� �� (or equal) reinforcement, 9 requirements ` � 1... � .r y � `a ®��� \ and filler bcds with � c , � ; '' � F� APA-rated 23/32' OSB mi l► both sides, p rows of 8d nails Web filler ` far hangers � / , (or equal) closure, S ' 4'-0' long staggered at 6' oc \\ n �� + s a . a ` `�" �\ ii �� \ \ or as re aired / �/� minimum 99 �� t� I i ��� �' �► � � � ---, �� p by code �� from each side. Use �� B • Filler block 1 2: T u b yon d DONT no G ang - tom �� e ege o when both ;ides stagger nails to avoid splitting) filler black and web filler sizes for hungers at 6' oc ( 9 q t bearing. 99 of hangers and connectors filler block and web filler sizes bg , ,'� • • .....e....,?f.....:,..,.. GANG -LAM LVL DETAILS Connections and fastenings shown below are typical for top l b eams ( where f raming is applied on top of beam I 1 A - 0 so that each ply carries an equal load). Additional nails and /or bolts may be required for other load conditions. y c .� WARNING: _ - _ ;_ 0 ' ' r Temporary construction bracing A Top Loaded Beam - Nailed Connection Top Loaded Beam - Bolted Connection Steel Column , P5 Wood Column jr, Floor Beam (Flush ceiling) %ill required for lateral support before (3 -Ply Maximum) (4 -Ply Maximum) ''' - ' • decking is completed: Failure to Framing is applied to tap of he beam so hat IIII II Framin details such as joists and Top mount hangers recommended ' use bracing could result in serious Framing is applied to tap of the beam so that IIUv .,'' •. Framing each ply carries an equal load , " - ' sheathin must be rovided to DON not(h beam at SUppOft Guide or death. See Installation • each ply comes a eg ao lead g p I� Guide for specifics. Standard nail sizes: IIII prevent beam from *111rh-_.4 Refe r to hole chart or engineer's speci ications "`�. I -3/4' l'IL I bd (3 i/I) nails 3 Kristin ar rotahn / far proper size and location of hales `•' Nails are permissible 9 9 I-1/r LVL 10d (3) nails !�� at sir on ?. ` „\ l , Z , 4 \ b ut NOT required. _ y � a - • �= 1 t/ r Customer Service and Product Technical Su ort: 1.800.999.9105 • ®� <..'�� Provid ed fied fi < c W R I \i ,. P 1I� Email: customer.support @Ipcorp.com I li �� bearing length L / r { � " ac t � ` �� [0.! \ I /��• Temp6r ea Visit our web site at: www.lpcorp.com • Ili111 - �'° S msonCCO, -- Simpson PC or CC, } before deckmkt com : r two ows far depths up t° 12" ASiM grade A -301 2' -0' • �� I� � Le • a tered trademark MGA CCU or Provide specified / USP PGA or (C, Check shifener /filler o Than Imst rim board could 'resultarase Three rows for depths up to 18' (or Setter) 1/2' bolts. becnng length MGA P( or C( or requirements depending blocking panels or equal to egaol Lotavarna.Peafic Corporation APA is a registered trademark or The APA - O 2004 Louisan -Paofic Corporator. equal column ca See instalfat f lale GUlle-far S ftes: 4 The Engineered wood Assocoton. PF$ CorporenOn is a registered trademark of PFS Corporation. AO rights reserved Pnnlud m USA PT <CM Four rows for depths ap to 24' Use washers on both faces. 9 P equa pas on load and h anger ty pe prevent b eam h am rotating p column cap r ; , s ,, •- NOTE: tmnsana- Partin corporation periodically updates and revises is Product nformanon To.enry that this version 4 =vent. contact the sales offices. O ,w rwe EW60535U 7/04 Ad ... ■ MI' III s Designed Br GC - HUTTIG BUILDING PRODUCTS _ MARX TYPE QTY. SERIES DEPTH LENGTH J2 1-JOIST 4 LPI36a 117/8 21' J1 I-JOIST - 12 LPI36a 11 7/8' 3T M _ J4 1-JOIST 3 LPI18 117/8' 8' Cpl J3 IJOIST 3 LPI18 117/8• 16' a) r., 1 a N/A I TYPE r QTY, I SERIES DEPTH SPACING N cO IJOISTBLCCK 12 12118 11 7/W ts•o.c. START I –JST LAYOUT RI N co co HERE N/A QT A I TYPE l Y. ' SERIES DEPTH I LENGTH . _ M CD 1 RIM f 7 1' Solid Start 11 7/8' 18' MARX TYPE QTY, DIMENSIONS GRADE LENGTH*. - 3 0 M B4 GANG-LAM LVL BEAM 1 ` I 3/4' X 11 7/8' 1.5E 5' B4 tii 92 GANG-LAM L BEAM 1 1 3/4• X 11 7I8' 1.5E g O v in W B3 WC-24F GLULAM BEAM 1 312' X117/8' 1.8E 9' _.._.. _.. _.. _.._.. _.._. _.._.._.. .. _.. �.]_.._.. _.. _.. _.._.. _.._. - O �1 6 :'. Bl IJC -24F GLULAM BEAM 1 3 112 X 11 7/8' 1.8E 1T - m O -- C I CAMBER I T BEAM I QTY. I SERIES IS' GRADE I LENGTH �.. _.._.. _.. _.. _.._.. _.._. _. _.. _.. .. _.. �.]_.. _.. _.._.._.. _.. _.._.. .. _.. _.._.. _.. 124F•V4 N/A CAMBER QTY. SERIES MANUFA N/A �.._.._.._.._.._.._.._.._. _.._.._.. _.. x ~ 1 HU11 Simpson - fr • HANGER 1 HUC412 Simpson _ — _.. _.. .. .. _ _ _.._.. _.. _. _.. _.. _.. .. ]_.. _.. _.. _.. _.. _.. _.._.. .. _.. _.._.. _. HANGER 9 177311. Simpson - I 4]_.._.. _.. _.. _.._.. _.._. HANGER 10 1773517.88 Simpson • I **Multi-ply beam ply's are added to mul ■� I . _.. �.]_.._.. _.._.. _.._.. _.._. . d DN quantity. I — • r- .._.. �.._.._.._ _.._. _.._.._ _..�.]_.._.._.._.._.._.._.._. _.._.._.._.. o ��.._ B2 HU _�1Z.._.. N .fT. I .._.._ ,. t ;c .._.._ .�1.�.._.. • ..._.._._.._.._..�1� .._.._.._.._m THUS a tT B m_ .B.O. B3 LPI Blocking at Interior Support Blocking is required when I- Joists end at — i support: : rither :,::-_,:::''.!..,,...,1', - s butting or lapping s Floor Design Loads �% LIVE LOAD 40 PSF B Wall ��` PRECISION DEAD LOAD....�� PSF gned TRUSS&LUMBER TOTAL LOAD....50 PSF above wall Pro ject Norm ■ u • IT IS THE RESPONSIBILITY OF THE See Note 1 NI ilif ER TO: #6 below Baader. . 1. CAREFULLY READ THE I –JOIST INSTALLATION GUIDE G i FZAF2C. PRIOR TO PRODUCT PLACEMENT. CONSTRUCTION • 2. VERIFY SPACING, QUANTITY LENGTH AND SIZE OF \ M�EMBERS SPECIEEFlyyyEyDCCON THIS LAYO 3. Designer . PLACEMENT OF PO AND PADS G �� SUPPORT. Dot. • 4. TO OBTAIN APPROVAL FOR THESE SHOP DRAWINGS O4 – Date: • FROM THE ARCHITECT /ENGINEER /DESIGNER OF RECORD. 5. NOTE THAT THESE LAYOUTS ARE TO BE USED IN CONJUNCTION WITH THE CONTRACT DRAWINGS AND HON Job / DO NOT SUPERCEDE THE CONTRACT DRAWINGS UNLESS APPROVED BY THE ABOVE (SEE NOTE #4) SECOND F LO 0 R I - J 0 I ST LAYOUT O6_3 °s 6 BLOCKING.. (SEE DETAIL A3 ON INSTALLATION GUIDE) 11 6" 1 7. SOLID BLOCK ALL POSTS FROM ABOVE TO BEARING LO FLOOR JOISTS TO B E 1 1 7 /8 LP I —18 1 6 0.C. sHEET BELOW. (SEE DETAIL NOTCH � I–,q �I �GpUIDE 1 OF '� 8. OF PLUMBING MAY IN'ERFERE�A/ /EOI5TT10N NOTE: THIS PLAN IS VALID FOR ENGINEERED WOOD PRODUCTS PROVIDED BY H.B.P. ONLY. Plan Date; CO NOT CUT OR NCH I –JOIST rLAwG 01-20-00