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Home My WebLink AboutMULT DOCS - 11-00330 & 11-00331 - Site Plan &Blue Water Days, Bldg #1 - 21 PlexC I TY OF REXBURG . Atnericai Familp Community Design Review Committee Meeting #1100330 — Blue Water Days Apts. April 3, 2012 —12:45 pm Attendees Design Review Committee: Thaine Robinson and Rod Jones (Bruce Sutherland not able to attend) Applicant: Jared Sommer, Dean Green Staff: Natalie Powell, Amanda Saurey, Elaine McFerrin, Community Development Intern Craig Fisher The Design Review Committee meets if there is a development issue that deviates from the design standards stated in the City of Rexburg Development Code #1026. This meeting gives the opportunity to examine the issues. The committee is made up of a P&Z Commissioner, a City Council member, and a professional from the community. Council Member Bruce Sutherland was ill and not able to attend this meeting. The issue of today's meeting is addressing the rear elevation of the northernmost Blue Water Days building. The rear elevation is visible as one travels on South 4'h West (Eyes to the Street"). This building needs to have its rear elevations broken up, in order to meet the design standards requirements. The building has the canal on two sides and is near the railroad tracks. There was discussion on the possible use of shutters and landscaping to break up the rear elevation. The 2 Design Review Committee members present and the applicant agreed that on the rear elevation of the northernmost building, shutters will be added to windows on the 2 sides with horizontal siding (six windows on each side). Three or more evergreens with a nine foot height minimum will be added along this elevation. The plans were redlined by Dean Green to reflect these decisions. A Council member will review the redlined plans, in order that there is consensus of the three Design Review Committee members on these conclusions. (On April 4, 2012, Council Members Donna Benfield and Sally Smith reviewed the redlined plans and agreed with the decisions made at the Design review meeting.) I I -33 I/3z�33 ENGINEERING SYSTEM SOLUTIONS 4943 NORTH 29TH EAST, STE A IDAHO FALLS, ID 83401 PHONE: (208) 552-9B74 FAX: (208) 552-9302 STRUCTURAL SUPPLEMENTAL INSTRUCTION Date: September 26, 2012 Supplemental Instruction No.: 1 Project: Temple view Apartments / Blue Water Days Project Number: STR12.1038 meet Per note F under walls on the framing plan notes, All locations where the double top plate is broken or is not continuous shall have a MS' strap installed. This occurs at all locations where the individual wall panels adjoin. The studs at the adjoining wall panels shall also be stitched nailed -together with 16d nails at 16" o.c. 11 00331 & 1100332 Blue Water Days — 21 Plex 03/30/2012 OY pBXBUgC h4 i9 U O Routing: 21 Plex Building Plans Done NA ❑ Jon Berry (Please review by Monday, April 9) Please complete the following: Do NA ❑ Review Plans ❑ L7 Red Line Notes? (Transfer notes to both job site copy & office copy) ❑ Enter Notes for the applicant under Submittals ❑ Update status in the Approvals tab L� ❑ Return building plans and this completed checklist to Amanda Saurey Notes: PROJECT: BLUE WATER DAYS APARTMENTS REXBURG, ID PROJECT N0: STR12.1038 CLIENT: TEMPLE VIEW DATE: MARCH 23, 20.12 BLUE WATER DAYS 11 00331, 11 003323 11 00333 Blue Water Days, LLC Office Copy 4943 NORTH 29TH EAST, STE A IDAHO FALLS, IDAHO 83401 Phone: (208) 552-9874 Fax: (208) 552-9302 03/23/12 1 MDG SEAL: MARCH 23, 2012 STR12.1038 I COVER BASIS FOR DESIGN DESIGN CODE: 2009 IBC DESIGN CRITERIA: wind speed 90 MPH Exp.0 seismic category D allowable soil bearing pressure 1500 psf DESIGN LOADS: SLOPED ROOT: Project #: 5912, 03£5 Initials: /q& asphalt shingles o/felt �Sheet: I I - 5.0 5/8" plywood or OSB 2.1 prefab wood trusses 3.5 10" batt insulation (R-30) 3.0 1/2" gypboard 2.2 mech./elec./misc. 9.2 D.L = 25.0 psf L.L.= 35 psf FLOOR: floor cover 8.0 1-1/8" osb 3.5 wood I -joists 3.0 1/2" gypboard 2.2 mech./elec./misc. 2.3 D.L = 19.0 psf L.L.= 40 psf BALCONY: 4" concrete o/1.5" steel deck 37.0 D.L.= 37.0 psf 100 psf EXTERIOR WALLS: stucco on wood lath 8,0 1/2" plywood or OSB 1.7 2x wood studs at 16" o.c. 1 2 1/2" gypboard 2.2 6" batt insulation (R-25) 1,8 mech./elec./misc. 1.1 16.0 psf MATERIALS: Project Name: (� �laG_GtJ �11ef Ta 5- T04 4V Project #: 5912, 03£5 Initials: /q& Date: 3-Z3- IZ �Sheet: I I - WOOD BEAM ALLOWRELE STRESS DESIGN -2B5 NOS BM MARK: RHI Span (ft): 4.5 Lu (ft): 2.0 TL def. I 0 from left end: 0.0 A 8 <-Reactions (lbs) --->1 G DL(Psf) LL(psf) Red.LL hit, (ft) (ps0 WTL(IN) wu.(PI) Left Right roof 25.0 35.0 - 13.0 780 455 731 731 roof/Ilr 0 0 -- 0 0 0 1024 1024 floor 0 0 - 0 0 0 1755 1755 walVmisc. 0 0 -- 0 0 0 W UNIFORM LOAD(Plf): 760 455 LL Comments DL LL TL M (Ib -ft): 1074 Project Name: Project #: Initials: Date: Sheet: P PT LOAD (Ibs): 0 0 from left end: 0.0 A 8 No. of MICRoI s: 2 G A B (2) 2x 6 (3) 2x 6 (2) 1.3/4x 5.500 (2) 2x8 N (psi) @ d: 106 70 F (2)2x 8 (3)2x 6 fb(psi): 1093 729 937 629 A TL(in): (2) 1.3/4x 5.500 N (psi) ® d: 89 85 A CLOD): 0.02 0.01 0.01 0.01 spaNA: 109 @(psi): 901 1044 Beam Selection (A -F): G RHa USE: rar axe 1343 A TL(in): 0.05 0.07 0.08 A U(m): 0.02 0.03 0.03 governing spana: 1,144 TL 749 TL 692 TL Beam Selection (A-F):A RMT use:: tat ax e BM MARK. RH2 <------------------LOatl3----- > <--Reaclions(lbs)-,J DL(ps) LL(psp Red.LL trib(ft) wn(pl) WLL(pin Left Right Span (ft): 5.5 (Pat) Lu (ft): 2.0 roof 25.0 35.0 --- 15.0 900 525 1031 1031 DL TL def. < U 240 roof/Or 0 0 -- 0 0 0 1444 1444 LL LL def. <U 360 floor 0 0 -- 0 0 0 2475 2475 TL CD: 1.00 wall/misc. 0 0 - 0 0 0 K: 1.0 w .NIFoa. LOAD (pl): 900 525 M (Ib -ft): 3403 LL Red. (YIN)?: N If Supported Floors: 1 DL LL Comments P AT. LOAD (lbs): 0 0 from leftend: 0.0 NO. Of MICRO s: 2 A B F (2)2x 10 (3)2x 8 (2) 1-3/4x 5.500 N (psi) @ d: 96 89 161 ft, (psi): 955 1036 2314 A TL(m): 0.06 0.08 0.20 A Ulm): 0.02 0.03 0.08 spaNA: 1.128 TL 814 TL 328 TL Beam Selection (A-F):A R, He USE. rat ax to BM MARK: RH3 _..Reactions(Ibs)---->J DL(ps) LL (ps) Retl.LL tdb (f) WTL (DID WD, (PI) Left Right Span (ft): 3.5 (ps) Lu (ft): 2.0 roof 25.0 35.0 -- 15.0 900 525 656 656 DL TL def, < U 240 roofer 0 0 --- 0 0 0 919 919 LL LL def. < U 360 floor 0 0 - 0 0 0 1575 1575 TL Co: 1.00 walymisc. 0 0 - 0 0 0 K: 1.0 W UNIFORM LOAD (PI): 900 525 M (Ib -ft): 1378 LL Red. (YIN)?: N # Supported Floors: 1 DL LL Comments Project Name: Project #: Initials: Date: Sheet: P PT. LOAD (lbs): 0 0 from left end: 0.0 No. of MICRor ms: 2 A 8 F G (2) 2x 6 (3) 2x 6 (2) 1.3/4x 5.500 (2) 2x8 N (psi) @ d: 106 70 91 71 fb(psi): 1093 729 937 629 A TL(in): 0.05 0.03 0.03 0.02 A CLOD): 0.02 0.01 0.01 0.01 spaNA: 920 TL 1,380 TL 1,274 TIL 2,107 TL Beam Selection (A -F): G RHa USE: rar axe Project Name: Project #: Initials: Date: Sheet: WOOD BEAM eM MARK: RB1 Span (ft): 9.0 Lu (ft): 2.0 TL def. <L/ 240 LL def. <L/ 360 Co: 1.00 K: 1.0 LL Red. (YIN)?: N # Supported Floors: 1 —Reactions (lbs) -->l Left Right ALLOWABLE STRESS DESIGN - 2005 NDS 675 DL 945 945 LL 1620 1620 TL (2) 2x 12 (3) 2x 10 (2) 1-3/4x 7.250 DL (psf) LL (psf) Red.LL trib (ft) wn (plf) W L (plf) to (psi): 691 682 1427 (psf) A TL(in): 0.09 0.11 roof 25.0 35.0 -- 6.0 360 210 roof/flr 0 0 -- 0 0 0 floor a 0 -- 0 0 0 wall/misc. 0 0 — 0 0 0 w oxnoaN w>o(plf): 360 210 DL LL Comments —Reactions (lbs) -->l Left Right 675 675 DL 945 945 LL 1620 1620 TL M (Ib -ft): 3645 Project Name: Project #: Initials: Date: Sheet: P Pr. Low (lbs): 0 0 from left end: 0.0 N0. of MIcROLAMS: 2 A B F G (2) 2x 12 (3) 2x 10 (2) 1-3/4x 7.250 (2) 1-3/4 x 9.5 fv(psi) (fid: 57 48 83 60 to (psi): 691 682 1427 831 A TL(in): 0.09 0.11 0.25 0.11 A DL(in): 0.04 0.05 0.10 0.05 governing span/A: 1,157 TL 965 TL 429 T 966 TL Beam Selection (A-F):G R91 us E111.3/4%9.5 Project Name: Project #: Initials: Date: Sheet: STEEL BEAM Boll Capacity Default beam dept''": 12 In Supported beam dept pn): 0 (B" if to same) Quantity: Web and shear plata SWHYSUAMRT AUOWRBLESME530ESIONAISCI9 1.00 in the 1.00 in Web Steel Fo: BEAM MARK: R82 Shear Plate thickness: 3/8 in (s)ing!e/(d)oub!e shear plate?: reduced Web Shear Capacity: 21.3k CSR=0.16 OK Shear Plate Capacity: Reactions (k) 25 Span (ft): 22.0 load DL (2s0 I.I. (psf) LL (ps0 Iib (ft) w (pIQ w (plf) Left Right 0 0 TL collection <U 240 roof 25 35 35 5 300 175 1.55 1.55 DL LL defec8on 521n' Lr Red (YIN): n DL LL #VALUEI #VALUEI Unity= Comments DR: 0.0 in 6maf: 103.0 in' P CONCENTRATED LOAD(x)t 0.00 0.00 from left end: 0.00 1.00 in Fb= On: 0473 OK Fy=50 ksi M= 19.1 kip -ft MdPb= 50.2 kip -ft VdQb= 62A DLL: U855 OK to 13.42 ksi Fe= 35.21 ksi V= 3.5 k DOL: 0.2 in Diameter' 314 in 1.00 in Unity= 0.38 OK Unity= 0.07 OK OTC 0.8 in Web Shear Capacity: Boll Capacity Default beam dept''": 12 In Supported beam dept pn): 0 (B" if to same) Quantity: Web and shear plata V 1.00 in the 1.00 in Web Steel Fo: 65 ksi Shear Plate thickness: 3/8 in (s)ing!e/(d)oub!e shear plate?: S Web Shear Capacity: 21.3k CSR=0.16 OK Shear Plate Capacity: 32.4k CSR=0.11 OK Boll Capacity Default beam dept''": 12 In Supported beam dept pn): 0 (B" if to same) Quantity: 3 Diameter, 3/41n Grade: A325 -N Weld 1/4 In Bolt Shear Capacity: 31.8k CSR=0.11 OK Boll Bearing Capacity: 27.3k CSR=0.13 OK RB2 USE wiU16 Fy=loo ksi d=12.0 bf=4.0 A=4.7 BEAM MARK: reduced Reactions (k) Span (ft): O.DD load DL (psp LL(p.1 LL (psfl till (ft) wrL (pl1) WIL (pith) Left Right TL deflection <U 240 roof 25 35 35 5 300 175 #DIV101 #DIVI01 DL LL defection #VALUEI in' Lr Red (YIN):n 0 DL LL TL Comments lamed 394.0 In' P CONCENTRATED LOAD (k): 0,00 0.00 from left end: 0.00 0 0 Oa: -- OK Fy=50 ksl M= #VALUEI Wile 177.9 kip.ft Will,= 902k DLL:--- OK fb- #VALUEI Fb= 33.00 ksl V= #DIVroI Do,:#VALUE! Dn: - Unity= #VALUEI #VALUEI Unity= #DIVNI #DIV/01 DR: 0.0 in Webs ntl sheer plate 67.2k BOI1 Capacity DLL:-- OK 4: 1.00 in Fb= 34.831,81 _ Default beam dept "D": 12 in lb: 1.00 in Supported beam depth (In): 0 (7" if the same) Web Steel Fo: 65 ksl OK D,.: 0.0 in Quantity: 3 Shear Place thickness: 318 In Diameter' 314 in 1.00 in (s)inglel(d)ouble shear plate?: S Default beam depth"D": 12 Gratle: A325 -N Weld: 1/4 in Web Shear Capacity: 35.8k #DN/01 #DIV/01 Boll Shear Capacity: 31.8k #DIVNI #DIV/0! Shear Plate Capacity: 32.4k #DIVNI #DIVNI Boll Bearing Capacity, 46.0k #DIV/01 #DIV/01 3 -- USE W12X50 Fy= 50 ks1 d=12.2 bf=8.1 A=14.7 BEAM MARK: xxxx reduced Reactions (k) Span (fl): 0.00 load OL (pan LL (ps0 LL (psp t'b (ft) w (plq WuL (plf) Left Right TL defection < U 240 roof 0 0 0 0 0 0 0.00 LL defection <l/360 floor 0 0 0 0.00 OL Lb (h): 2.0 m1w.. 0 0 0 0 0 0.00 0.00 LL Lp(it): 2,90 selfm. 19 -- 0 0 0 0,00 0.00 TL L,(%):8,61 - - -- w(uniform load): 19 .19 0 0 I,Be> Oln' Lr Red MN):n DL LL Comments lauuad 130.0 1n4 P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 Dn: - OK FY 50 ksl M= 0.0 kip -A Melillo= 61.8 kip -ft VO?4= 67.2k DLL:-- OK fb= 0.0 ksi Fb= 34.831,81 V= 0.0k Da: O. in Unity= O.D OK Unity= 0.00 OK D,.: 0.0 in Weband shear plate Bolt Capacity Id 1.00 in Default beam depth"D": 12 In In: 1.001n Supported beam depth (in): 0 ("0' if the same) Web Steel Fu: 65 ksl Quantity: 3 Shear Plate thickness: 3/8 In Diameter. W4 In (s)Inglel(d)ouble shear plate?: S Grade: A325 -N Weld: 1/4 In Web Shear Capacity: 22.8k CSR=O.00 OK BOIL Shear Capaciy. 31.8k CSR=0.00 OK Shear Plate Capacity: 32.4, CSR=0.00 OK Bolt Easing Capacity: 29.2k CSR=0.00 OK xxxx USEW12x19 Fy=60ks1 d=12.2 bf=4.0 A=5.8 Project Name: Project #: Initials: Date: Sheet: SbN&n..a. AN crle.,4 STEEL BEAM SIMPLYSUPPORT. AU0WABLESTRESSDESIGNAISC13, BEAM MARK: R133 reduced Reactions (k) Span (ft): 29.50 load DL (psf) LL (psf) I.L. (psf) trib (ft) wn, (pg) wLL (plf) Left Right TL defection< U 240 roof 25 35 35 5 300 175 2.23 2.23 DL I.I. deflection < U 360 floor 0 0 0 0 0 0 2.58 2.58 LL Lb (ft): 2.0 misc. 0 0 - 0 0 0 4.81 4.81 TL Lp(ft): 4.80 self wt.. 26 - - - 26 0 L, (it): 14.92 w(uniform load): 328 175 Iraq' 130 in Lr Red (YIN): n DL LL Comments tactual 394.0 in° ladua6 144.0 in P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 On-: U240 OK Dn: U266 OK Fy = 50 ksi M = 35.5 kip -ft Mn/Ob = 78.1 kip -ft VIA = 53.7 k DLL: 0505 ON DLL: U496 OK fb= 15.25 ksl Fib = 33.59 ksi V= 4.8 k DOL 1.1 in DOL: 0.61n Unity= Unity= 0.45 OK Unity= 0.09 OK Dn-: 1.3 in Web and shear plate Bolt Capacity Bolt Capacity Iv: lv: 1.00 in Default beam depth V': Default beam depth "D": 10 in Ih Ih: 1.00 in Supported beam depth (In): Supported beam depth (in): 0 ("0" if the same) Web Steel Fu: 65 ksl Quantity: Quantity: 2 Shear Plate thickness: Shear Plate thickness: 3/8 in Diameter. Diameter: 314 in (s)ingle/(d)ouble shear plate?: (s)ingle/(d)ouble shear plate?: S Grade: Grade: A325 -N Weld: 114 in Web Shear Capacity: 14.1k CSR=0.34 OK Bolt Shear Capacity: 21.2k CSR=0.23 OK Shear Plate Capacity: 18.1 k CSR=0.26 OK Boll Bearing Capacity: 30.4 k CSR=0.16 OK R84 RB3 USE WIOX26 Fy= 50 ksl d=10.4 d=10.3 bf=5.8 A=7.6 BEAM MARK: RB4 reduced Reactions (k) Span (ft): 41.00 load DL (psf) LL (pall LL (psf) trib (ft) wn (PI) WLL (Pit) Left Right TL deflection < U 240 roof 25 35 35 5 300 175 3.96 3.96 OL LL deflection 394 Lr Red (Y/N): n OL I.L. Comments tactual 394.0 in° P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 On-: U240 OK Fy = 50 ksi M = 77.3 kip -ft Mnfl1b = 212.8 kip -ft Vn/(?b = 97.8 k DLL: 0505 ON fb= 12.26 ksi Fb= 33.74 ksi V= 7.5 k DOL 1.1 in Unity= 0.36 OK Unity= 0.08 OK DTL: 2.0 in Web and shear plate Bolt Capacity Iv: 1.00 in Default beam depth V': 10 in Ih 1.00 In Supported beam depth (In): 0 p'0" if the same) Web Steel Fu: 65 ksl Quantity: 2 Shear Plate thickness: 3/8 in Diameter. 3/4 in (s)ingle/(d)ouble shear plate?: S Grade: A325 -N Weld: 1/4 in Web Shear Capacity, 25.5 k CSR=0.30 OK Bolt Shear Capacity: 21.2 k CSR=0.36 OK Shear Plate Capacity 18.1 k CSR=0.42 OK Bolt Bearing Capacity: 39.2 k CSR=0.19 OK R84 USE W10X68 Fy= 50 ksi d=10.4 bf=10.1 A=20.0 Project Name:11 Project #: Initials: Date: Sheet: Steel Bm wBollao8.odtoxla Mark Span Apx Avg Trib or FBD R left R right Notes —/Size a I F1001- l // 2)1 2-M6 3' f��lcony Flo6 (z) 2x� 13, Ona U�m�c6ti1l g �j I I `fi 6el- 2 (3� �owY a,by ' ss 6, eq z as -D ca VI 33 y,43 1133 4,43 ` 1 �� Lr;l�, � 2, � l0,2 2,b G•2 II' STD: Il6 i i�"e�,�, ......_. . h r rolectName: WOODBEAM ALLOWABLE STRESS DESIGN - 2005 NOS BM MARK, FHi Span (ft): 4.5 Lu (ft): 2.0 TL def. <U 240 LL def. < U 360 CO: 1.00 K: 1.0 LL Red. (Y/N)7: N # Supported Floors: 1 DL (pse LL (psD Red..LL tdb (ft) MIT,(pIQ wu (ple roof 0 0 - 0 0 0 rooftfir 0 0 -- 0 0 0 floor 25.0 40.0 - 6.0 390 240 wall/mist. 0 0 - 0 0 0 W UNIFORM LOAD (PID: 390 240 DL LL Comments <-Reagions (lbs) ->I Left Right 338 338 DL 540 540 LL 878 878 TL M (Ib -ft): 987 BM MARK: FH3 Span (f ): 3.5 Lu (ft): 2B TL def. J A B No. of MlcaoLAMs: 2 Reg.LL his (ft) wn(pID A e Left Right (2) 2x8 roof 0 0 - 0 0 F G (2) 2x 6 (3) 2x 6 roof/Ilr 0 0 - 0 0 0 910 910 (2)1-3/4x 5.500 (2) 2x8 fv (psi) @ d: 64 42 520 1479 1479 TL wall/mist. 0 0 - 0 54 44 RD (psi): 783 522 W UNIFORM LOAD (PID: 845 520 671 451 4 TI -fir): 0.05 0.04 0.04 0.02 A DLII 0.02 0.01 0.02 0.01 governing spaNd: 999 TL 1.498 TL 2,288 TL Beam Selection (A -F): G FHl USE: rat zxe BM MARK: FH2 I<-- -Loads--- > <-Reacllons (II DL(ps0 LL(psD Red.LL tib(ft) wn(PIQ wu(pl0 Left Right Span (ft): 5.5 (psD Lu (ft): 2.0 roof 0 0 - 0 0 0 821 821 DL TL def, < U 240 roof/fir 37.0 100.0 - 3.0 411 300 1650 1650 LL LL def. < U 360 floor 25.0 40.0 - 7.5 488 300 2471 2471 TL Co: too wall/misc. 0 0 - 0 0 0 K: 1.0 w UNIFORM LOAD (PID: 899 600 M(Ib-ft): 3397 LL Red. (Y/NI N # Supported Floors: 1 DL LL Comments P RT. LOAD (Ibs): 0 0 from left end: 0.0 NO. of MICROLAMS: 2 A B F (2) 2x 10 (3) 2x 8 (2) 1J/4x 5.500 fv (psi) @ d: 96 89 160 It, (p.1): 953 1034 2310 A TL(in): 0.06 0.08 0.20 A DL(in): 0.02 0.03 0.07 span/A: 1,891 LL 1,222 LL 49311 Beam Selection (A-F):A PH2: Mae. 121 ax to BM MARK: FH3 Span (f ): 3.5 Lu (ft): 2B TL def. J A B DL(psD LL(psf) Reg.LL his (ft) wn(pID wLL OR) Left Right (2) 2x8 roof 0 0 - 0 0 0 569 569 DL roof/Ilr 0 0 - 0 0 0 910 910 LL floor 25.0 40.0 - 13.0 845 520 1479 1479 TL wall/mist. 0 0 - 0 0 0 FHB use: rat 111 11 W UNIFORM LOAD (PID: 845 520 M (Ibft): 1294 DL LL Comments Project Name: Project #: Initials: Date: Sheet: P aT. LOAD (Its): 0 0 from left end: 0.0 NO. Of MIORIX Ivv 2 A B F G (2) 2x 6 (3) 2x 6 (2)1-3/4x 5.500 (2) 2x8 fv (psi) @d: 99 66 85 67 fib (psi): 1027 684 880 591 A TI -Cin); 0.04 0.03 0.03 0.02 A DL(n): 0.02 0.01 0.01 0.01 spaNd: 960 TL 1,470 TL 1,35Z Il 2,244 TL Beam Selection(A-F): G FHB use: rat 111 11 Project Name: Project #: Initials: Date: Sheet: WMOM BEAM ALLOWABLE STRESS DESIGN -1005 NDS eM MARK: FH4 e------------Loads-------%c--Re No. Of MICROLAMs: 2 A B OWS(lbs)-->i G DL(psf) LL(psf) Red.LL trib(fl) WTL(00 w-L(pl0 Left Right fb (psi): Span (fl): 4.5 413 277 (pal) 0.03 0.02 0.02 0.01 A DL(in): 0.01 0.01 Lu (ft): 2.0 roof 0 0 -- 0 0 0 672 672 DL FRa 119Er (2)2x8 TL def. < U 240 roof/Br 37.0 100.0 - 3.0 411 300 1350 1350 LL LL def. < U 360 floor 25.0 40.0 --- 7.5 488 300 2022 2022 TL Co: 1.00 walumisc. 0 0 - 0 0 0 K: 1.0 W UNIFORM mw (plf): 899 600 M (Ib -ft): 2274 LL Red. (YIN)?: N # Supported Floors: 1 DL LL Comments P PT. LOAD (lbs): 0 0 from left end: 0.0 NO. Of MICRoIAMs:2 A B F G (2) 2x 8 (3) 2x 8 (2) 1-3/4x 5.500 (2) 2x8 fv (psi) @ d: 102 68 125 102 fb (psi): 1038 692 1547 1038 A TLQn): 0.05 0.04 0.09 0.05 O DLQn): 0.02 0.01 0.03 0.02 governing span/A: 1,487 LL 2,230 LL 899 L ,487 LL Beam Selection ( A- F ): G FH4 u se: 121 axe RM MARK: FH5 c- -------Loads------ --%<--Reactions(Ibs)->i DL(psf) LL(psf) Red.LL trib(ft) w% (DO WLL(pit) Left Right Span (ft): 4.5 (Psf) Lu (ft): 2.0 roof 25.0 35.0 -- 4.0 240 140 225 225 DL TL def. < U 240 roof/fir 0 0 - 0 0 0 315 315 LL LL def. < U 360 floor 0 0 -- 0 0 0 540 540 TL Co: 1.00 wall/mist. 0 0 -- 0 0 0 K 1.0 w uN,mm Low (plf): 240 140 M (Ib -ft): 608 LL Red. (Y/N)7: N # Supported Floors: 1 DL LL Comments Project Name: Project #: Initials: Date: Sheet: P PT. Low (lbs): 0 0 from left end: 0.0 No. Of MICROLAMs: 2 A B F G (2) 2x 6 (3) 2x 6 (2) 1-3/4x 5.500 (2) 2X8 fv (psi) @ d: 39 26 34 27 fb (psi): 482 321 413 277 A TL(in): 0.03 0.02 0.02 0.01 A DL(in): 0.01 0.01 0.01 0.01 span/A: 1,823 TL 2,434 TL 2248 L 3,717 TL Beam Selection (A-F):G FRa 119Er (2)2x8 Project Name: Project #: Initials: Date: Sheet: Title : Dsgnr. Description Scope: Job # Date: 11:04AM, 26 JAN 10 User:KW.0606177,Ver5.8.0,1o00.2003 Steel Beam Design Page 1 fc119832003 ENERCALC Encineetino 9o(lwaie Fbt ecaCalculatiore General information 0.460 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 r Steel Section : HSS1OX2X114 Fy 46.00ksi 1.150 1.150 1.150 Pinned -Pinned Load Duration Factor 1.00 Center Span 8.50 ft Sm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 4.00 ft Distributed Loads Summary Notel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL 0.110 Using: HSS10X2X1/4 section, Span= 8.50ft, Fy = 46.Oksi k/ft LL 0.300 k/ft ST k/ft Start Location Actual ft End Location ft Point Loads 24.150 k -ft Notal Short Term Loads Are WIND Loads. Dead Load 0.460 0.460 0.460 0.460 k Live Load 1.150 1.150 1.150 1.150 k Short Term k Location 0.250 3.800 4.200 8.250 ft Summary Beam OK Static Load Case Governs Stress Using: HSS10X2X1/4 section, Span= 8.50ft, Fy = 46.Oksi End Fixity = Pinned -Pinned, Lu = 4.00ft, LDF = 1.000 Actual Allowable Moment 10.779 k -ft 24.150 k -ft Max. Deflection -0.084 in fb : Bending Stress 12.319 ksi 27.600 ksl Length/DL Dell 4,199.5 :1 fb / Fb 0.446 : 1 Length/(DL+LL Defl) 1,221.5 :1 Shear 5.133 k 85.744 k fv : Shear Stress 1.101 ksi 18.400 ksi tv I Fv 0.060 : 1 Force & Stress Summary <<--These columns are Dead + Live Load placed as noted --» DL LL LL+ST LL LL+ST Maximum Only Ol Center (d) Center Cants Cants Max. M + 10.78 k -ft 3.13 10.78 k -ft Max. M - k -ft Max. M @ Left k -ft Max. M @ Right k -ft Shear @ Left 5.13 k 1.49 5.13 k Shear @ Right 4.94 k 1.44 4.94 k Center Defl. -0.084 in -0.024 -0.084 -0.084 0.000 0.000 in Left Cant Dell 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Dell 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Dell @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 5.13 1.49 5.13 5.13 k Reaction @ Rt 4.94 1.44 4.94 4.94 k Fa calc'd per Eq. E2-2, K'L/r> Cc Title : Dsgnr: Description Scope: Job # Date: 11:O4AM, 26 JAN 10 I1ser.,KW.0606177,Ver5.0.0.1-Dec-2003 Steel Beam Design (cp9932003ENERCALC Engineering Software g Page, 2_ Description FB1 Section Properties ecrwr�.g�+ HSS1OX2X114 - Depth 10.000 in Weight 17.80 #!ft Web Thick 0.233 in Ixx 52.500 in4 Width 2.000 in lyy 3.670 in4 Flange Thick 0.233 in Sxx 10.500 in3 Area 5.24 int Syy 3.670 1n3 Rt 1.000 in R-xx 3.170 in Values for LRFD Design.... R-yy 0.838 in J 12.200 in4 Zx 14.400 in3 Cw 7.99 in6 Zy 4.260 in3 STEEL BEAM Bolt Capacity reduced 1.001n Reactors (k) Span (ft): 29.50 tl DL (P 0 LL (p fl SMIMYaVPPoNT ALLOwABLE81RE55 CESIGNNSC Ii wn (Plo wu (Pio Left Right TL collection <U 240 roof 0 0 0 0 0 0 reduced LL defeclion< U 360 Moor Reactions (k) 100 BEAM MARK: F82 Span (ft): 9.50 load DL (Pao LL (PSO LL ipso trib (ft) wn (Pf) WL,(PID Left RI9ht 0 0 TL defection < U 240 roof 0 0 0 0 0 0 1.13 1.13 DL LL deflection < LI 360 Hoar 37 100 100 6 822 600 2.85 285 LL Lb (ft): 2.0 misc. 0 0 -- 0 0 0 3.98 3.98 TL Lp(ft): 2.73 selfwl. 16 - - -- 16 0 fb= 14.91 ksi L, (11Y. 8.04 33.54 kst V= 6.5 k w(uniform load): 838 600 64> 11 In° Lr Red (YIN): n 0.10 OK DL LL Comments 94.5k 1W.W 103.01n' P OONCENTRATED LOAD (k): O.DO 0.00 from left and: 0.00 Default beam depth V: Dn: U2217 OK Fy=50 ks1 M= 9.5 klp.ft MnA1b= 50.2 kip -ft VdOb= 52.8k same) Du: L13097 OK to= 6.63 ksl Fb= 35.21 ksi V= 4.0 k 3/8 in DDL: 0.0 In Diameter. 314 In Unity= 0.19 OK Unity= 0,08 OK DoC, 0.1 In A325 -IJ Weld: Web and shear plate Web Shear Capacity: 25.2k Ball Capacity OK Bolt Shear Capacity 31.8k CSR=0.20 OK Iw 1.DO in CSR=0.20 OK Default beam depth V: 12 in FB3 In: 1.W in Fy=50ks1 d=12.3 Supported beam depth (in): 0 CO' if the same) Web Steel Fu: 65 lost Quantity: 3 Shear Plata Nickness: 318 in Diameter 3/41n (s)Ingle/(d)ouble shear plata?: S Grace: A325 -N Weld: 114 in Web Shear Capacity: 21.3k CSR=0.19 OK Bolt Shear Capacity: 31.8k CSR=0.13 OK Shear Plate Capacity: 32.4k CSR=0.12 OK Bolt Bearing Cspeclty. 27.3k CSR=0.15 OK FB2 USE W12%16 Fy=50 ksl d=72,0 bf=4.0 A=4.7 BEAM MARK: F83 Bolt Capacity reduced 1.001n Reactors (k) Span (ft): 29.50 tl DL (P 0 LL (p fl LL ipso Irib (ft) wn (Plo wu (Pio Left Right TL collection <U 240 roof 0 0 0 0 0 0 2.08 2.08 DL LL defeclion< U 360 Moor 37 100 100 3 411 300 4.43 4.43 LL Lb (ft): 2.0 misc. 0 0 -- 0 0 0 650 6.50 TL Lp(ft): 5.37 selfwt. 30 - -- -- 30 0 0 4 (ft): 15.60 9.76 9.76 TL Lp(1): 10.67 selfwl. w (uniform load): 441 300 4<, ° 176 in' Lr Red (YIN): n 65 DL LL Comments lanus4 238.0 W P CONCENTRATED LOAD (k); 0.OD 0.00 fromieftend: 0.00 300 Dn: U325 OK Fy=50 ksi M= 48.0 kipd Md(7b=107.9 kip -ft Vd4b= 642k DLL: U478 OK fb= 14.91 ksi Fb= 33.54 kst V= 6.5 k DoL: 0.31n Unity= 0.44 OK Unity= 0.10 OK Drt: 1.11n Web and shear plate Vdi)b= 94.5k Bolt Capacity DLL: U399 OK Iv. Too In 21.56 ksi Default beam depth V: 12 In Ih: 180 in Supported beam depth (in): 0 ("V 8 the same) Web Steel Fu: 65 ksl Quantity: 3 Shear Plate thickness: 3/8 in Diameter. 314 In (s)ingad(d)Ouble shear plate?: S Grade: A325 -IJ Weld: IA In Web Shear Capacity: 25.2k CSR=0.26 OK Bolt Shear Capacity 31.8k CSR=0.20 OK Shear Plate Capacity: 32.4k CSR=0.20 OK Boll Bearing Capacity: 323k CSR=0.20 OK FB3 USE W72%30 Fy=50ks1 d=12.3 b".5 A=8.8 BEAM MARK: FB4 Bolt Capacity reduced 1.001n Default beam depth "D": 12 In Reactors (k) Span (ft): 41.00 load DL (po LL ipso LL ipso tdb (R) w (Pt0 -. (plf) Left Right TL defec8on <U 240 roof 0 0 0 0 0 0 3.61 3.61 DL LL defection< U 360 Moor 37 100 1 D 3 411 300 6.15 6.15 LL Lb(ft): 2.0 mist. 0 0 -- 0 0 0 9.76 9.76 TL Lp(1): 10.67 selfwl. 65 - - - 65 0 L1(10: 35.15 w(uniform load): 476 300 Ire,509 in, U Red (YM): n DL LL Comments Ianuaf 533.0 In' P CONCENTRATED LOM (k): 0.00 0.00 from left end: 0.00 Dn: U251 OK Fy=50 ksl M= 100.0kip-ft MdUb= 157.9 kip -ft Vdi)b= 94.5k DLL: U399 OK fb= 13.55 ksi Fb = 21.56 ksi V= 9.8 k DOL: 0.71n Unity= 0.63 OK Unity= 0.10 OK DR: 2.0 in Web and sheer plate Bolt Capacity Iv: 1.001n Default beam depth "D": 12 In lh: 1.00 in Supported beam depth (in): 0 (7Mte same) Web Steal Fu: 65 lost Quanfty: 3 Shear Plata Nickness: 318 in Diameter. 3/4 in (s)ingle/(tl)ouble shear plate?: S Grace: A325 -N Weld: 1/4 in Web Shear Capacity: 37.Bk CSR=0.26 OK Bolt Shear Capacity: 31.8k CSR=0.31 OK Shear Plate Capacity. 32.4k CSR=0.30 OK Bolt Beading Capacity. 48.5k CSR=0.20 OK 11 FB4 USE W12X56 Fy=50 ksl 11 d=12.1 bf-12.0 A=19.1 Project Name: Project #: Initials: Date: Sheet: Sl... Wels10. STEEL BEAM SIMPLYSUPPORT. ALLOWABLESTRESSDESIGNAISC 13. BEAM MARK: FBS reduced Reactions (k) Span (ft): 22.00 load DL (psf) LL (pso LL (psf) trib (ft) WTL (Plf) WLL (pit) Left Right TL deflection <U 240 roof 0 0 a 0 0 0 2.68 2.68 DL LL deflection <U 360 floor 37 100 100 8 822 600 6.60 6.60 LL Lb (ft): 2.0 mtsc. 0 0 - 0 0 0 9.28 9.28 TL Lp(ft): 3.00 self VA 22 - - - 22 0 Lr (ft): 9.13 w (uniform load): 844 600 Ireq' 139 Ine Lr Red (YIN): n DL LL Comments lactual: 156.0 in P CONCENTRATED LOAD (k): 0.00 0.00 from left end: 0.00 DTL: U268 OK Fy= 50 ksl M= 51.1 kip -ft MWQb = 73.4 kip -ft Vnlf)b= 64.0 k DLL: U378 OK fb= 24.12 ksi Fb= 34.68 ksi V= 9.3 k DDL: 0.3 in Unity= 0.70 OK Unity= 0.15 OK DTL: 1A in Web and shear plate Bolt Capacity IY: 1.00 in Default beam depth "D 12 In In: 1.00 in Supported beam depth (in): 0 ("0" if the same) Web Steel Fa: 65 ksl Quantity: 3 Shear Plate thickness: 3/8 in Diameter: 3/4 In (s)ingie/(d)ouble shear plate?: S Grade: A325 -N Weld: 1/4 In Web Shear Capacity: 25.2 k CSR=0.37 OK Bolt Shear Capacity: 31.8 k CSR=0.29 OK Shear Plate Capacity: 32.4 k CSR=0.29 OK Bolt Bearing Capacity: 32.3 k CSR=0.29 OK FB5 USE W12X22 Fy - 50 ksl d=12.3 bf=4.0 A=6.5 Project Name: Project #: Initials: Dafe: Sheet: Sleet Bm w Bolls.oaW. iO.ils WOOD BEAM 1<- _ Laeds-- -><--Reacdons Obs) ---->I #VALUEI #VALUE! DL(psfi LL(psf) Red.LL DID (ft) &LOWASLE STRESS DESIGN 4005 NGS WLL(Plf) Leff Right BM MARK: FBfi 1<.._ ._ -LGatls---- (Psf) #VALUEI #VALUEI #t####k > <--Reacftbns(lbs)->I #VALUEI #VALUEI ##HWt# DL(ps0 LL(psf) ReS�L ldb(ft) wn(PID W.,(pif) Left Right #DIV/01 Span (ft): 7.5 DL TL def,<U 240 root/Br 25.0 100.0 - 3.0 375 300 #DN/01 Lu (ft): 2.0 roof 0 0 - 0 0 0 1219 1219 DL #DIV/01 TL def. <U 240 roofhlr 0 0 - 0 0 0 1950 1950 LL LL def. <U 360 Floor 25.0 40.0 - 13.0 845 520 3169 3169 TL Co: 1.00 wal#misc, 0 0 -- 0 0 0 K: 1.0 # Supported Floors: i W UNIFOW torso (p10: 845 520 M (Ib -ft): 5941 LL Red. (YM)7: N # Supported Floors: 1 DL LL Comments P vr. Low(Ibs): 0 0 from left end: 0.0 No. of MIOROLAMs:2 B C F G (3) 2x 12 3.1/8 x 9 (2)1-314X 7.250 (2) 1.3/4 x 11.875 fv (psi) @ d: 70 135 157 84 @(psi): 751 1690 2325 867 A TLOn): 0.07 0.18 0.28 0.08 A DLOn): 0.03 0.07 0.11 0.02 governing span/A: 1,278 TL 511 Ti 1,388 TL Beam Selection (A -F): G F•Ba I1BE: 1/4X 11.B7S BM MARK: 1<- _ Laeds-- -><--Reacdons Obs) ---->I #VALUEI #VALUE! DL(psfi LL(psf) Red.LL DID (ft) WTL(Plp WLL(Plf) Leff Right #VALUEI #VALUEI ifs# Span (ft): 0.0 #VALUEI #DIV/01 ##### (Psf) #VALUEI #VALUEI #t####k i f #VALUEI #VALUEI #VALUEI ##HWt# A TL(jn): Lu (ft): 2.0 roof 0 0 - 0 0 0 #DIV/01 #DIV/01 DL TL def,<U 240 root/Br 25.0 100.0 - 3.0 375 300 #DN/01 9DIV/01 LL LL def.<U 360 floor 25.0 40.0 --- 7.5 488 300 #DIV/01 #DIV/01 TL Co: 1.00 wall/misc. 0 0 --- 0 0 0 K: 1.0 WUxnoRM L.(plf): 863 600 M(Ib-ft): #VALUEI LL Red. (YIN)?: N # Supported Floors: i OL LL Comments BM MARK: P FT.I.M (lbs): 0 0 from left and: 0.0 No. of MICROTAMs: 2 > <-Reactions(lbs)-->l #VALUEI #VALUE! G #WF#}7# #N # A##F## #9I### ###M ###### ##.Ytfl7g7# ifs# #VALUEI #VALUEI #VALUEI #VALUEI (2) 2x8 IS (psi) @d: #VALUEI #VALUEI ifs# ####### #VALUEI #VALUEI #DIV/01 ##### its (psi): #VALUEI #VALUEI #t####k i f #VALUEI #VALUEI #VALUEI ##HWt# A TL(jn): #VALUE! #VALUEI ###k## ####pgHf #VAWEI #VALUEI #VALUEI A CLOD): #VALUEI #VALUEI ##k#k## #494#" #VALUEI #VALUEI #VALUEI span/A: #VALUEI #VALUEI ##E##" #VAUJEJ #VALUE1 #VALUEI ##### 0 Beam SeleL00n(A. F):A o -- *VALUE[ ###### LL LL def. from left end: 0.0 No. of MICROLAMs: 2 > <-Reactions(lbs)-->l #VALUEI #VALUEI DL (pall) LL (psf) Red.LL Nb (ft) wn (P19 wu 010 Left Right #VALUE! #VALUE! Span (ft): 0.0 #VALUEI 11DIV/01 Wr### (Pso #VALUEI #VALUE! 7/!####I# N #VALUEI #VALUE! #VALUE! ####!# A TL(in): Lu (ft): 2.0 roof 0 0 - 0 0 0 #DIV/01 #DIV/01 DL TL def. <U 240 roof/fir 0 0 -- 0 0 0 #DIV/01 #DIV/01 LL LL def. <U 360 Floor 25.0 40.0 - 13.0 845 520 #DIV/01 #DIV/01 TL Co: 1.00 wall#misc. 0 0 -- 0 0 0 K: 1.0 wuxlroRM Loeo(p10: 045 520 M(lb-ft): #VALUEI LL Red. (YIN)?: N # Supported Floors: 1 Dl_ LL Comments Project Name: Project #: Initials: Date: 7, Sheet: P 'T mnD (lbs): 0 0 from left end: 0.0 No. of MICROLAMs: 2 9999f#!# 99#### ####### #VALUEI #VALUEI G #FN##I## ffpM## ###### p##yl### !f#W## ###### #VALUEI #VALUEI #VALUE! #VALUEI (2)2x8 fv(psi) @d: #VALUE! #VALUE! #VALUEI #VALUEI 11DIV/01 Wr### fb(psi): #VALUEI #VALUE! 7/!####I# N #VALUEI #VALUE! #VALUE! ####!# A TL(in): #VALUEI #VALUEI #####!# ##N####1 #VALUEI #VALUEI #VALUEI A CLOD): #VALUEI #VAWEI i177ilil## ######## #VALUEI #VALUEI #VALUE! span/A: #VALUEI #VALUEI #VAl UPIV #VALUEI fl##k!# Beam Selection (A-F):G11 o uBE: rm axe Project Name: Project #: Initials: Date: 7, Sheet: TJI JOIST JOIST MARK: FJ1 Span (ft): 15.0 TL def. < U 360 LL def. < U 480 Spacing (in): 16 Bearing Type(hlw): w Web Stiffner(y/n): n Selection No: 2 CD: 1.00 DL LL P PT.LOAD(Ibs): 0 0 V,Ilnw (Ib): 1350 from left end: 0.0 ALL(in): 0.26 ATL(in): 0.43 G M,IIo„(Ib-ft): 3015 3620 Reactions (Ibs) DL Ipso LL (pso wTL 1pm WILL (plf) Left Right roof 0 0 0.0 0 250 250 DL floor 25 40 86.7 53.333 400 400 LL wall 0 0 0.0 -- 650 650 TL misc 0 0 0.0 0 760 760 W UNIFORM LOAD (plt): 66.7 53 M (Ib -ft): 2438 DL LL P PT.LOAD(Ibs): 0 0 V,Ilnw (Ib): 1350 from left end: 0.0 ALL(in): 0.26 ATL(in): 0.43 G M,IIo„(Ib-ft): 3015 3620 span/ALL: 684 span/ALL: 462 ;pan/ATL: 421 FJI WILL (Plf) Left Right roof 25 35 5 16 IN as USE: i 1.7/6 TJI 110 0.0 0 443 443 LL JOIST MARK: RJ1 Span (ft): 19.0 TL def. < U 240 LL def. < U 360 Spacing (in): 16 Bearing Type(h/w): w Web Stiffner(y/n): n Selection No: 5 CD: 1.00 DL LL P PT. LOAD(Ilbs): 0 0 V.11. (Ib): 1435 from left end: 0.0 ALL(in): 0.49 ATL(in): 0.85 M,.(lb-fl): 3620 Reactions (lbs) span/ALL: 462 DL (pso LL Ipso wn (0) WILL (Plf) Left Right roof 25 35 80.0 47 317 317 DL floor 0 0 0.0 0 443 443 LL wall 0 0 0.0 -- 760 760 TL misc 0 0 0.0 0 W UNIFORM LOAD (plf): 80.0 47 M (Ib -ft): 3610 DL LL P PT. LOAD(Ilbs): 0 0 V.11. (Ib): 1435 from left end: 0.0 ALL(in): 0.49 ATL(in): 0.85 M,.(lb-fl): 3620 span/ALL: 462 :pan/ATL: 269 11 RJ1 USE: 17.7/e Td! 21O Lw 16 IN Oa Project Name: Project #: nitials: Date: Sheet: edited Wrfi/07 • FJ1 by WeYe,bbousV 11 7/8" TJI0110 @ 16" o/c TJ- user.2 11/9/20094:22:55PM THIS PRODUCT MEETS ORE FIE -SET -DE -STEN Pagel Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED E,_ 2❑ e 13' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psi): 40.0 Live at 100 % duration, 30.0 Dead Vertical Loads: Tyne Class Live Dead Location Application Comment Point(lbs) .Roof(1.25) 600 430 8" - SUPPORTS: Input Bearing Vertical Reactions (lbs) Width Length Live/Dead/UplifUTotal 1 Stud wall 3.50" 3.50" 925 / 674 / 0 / 1599 2 Stud wall 3.50" 2.25" 369 / 276 / 0 / 644 DESIGN CONTROLS: Detail Other End, TJI Blocking 1 Ply 11 7/8" TJI®110 End, Rim 1 Ply 1 1/4" x 117/8" 0.8E TJ -Strand Rim Board® -Deflection Criteria: STAN DARD(LL:U360,TL:U240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.36 ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with !Level® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or !Level® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: C o 2009 b I e Level®. Federal Way. WA OPERATOR INFORMATION: W.0.9A�'NbeCA� ere registered tra erar s o r e I `J6bYy§§''""77PP6M'"" dnd rS-Pxo- axe trademarks of Sle�ei®. Maximum Design Control Result Location Shear (lbs) 1580 1572 1950 Passed (81%) Lt. and Span 1 under Roof loading Vertical Reaction (lbs) 1580 1580 1719 Passed (92%) Bearing 1 under Roof loading Moment (Ft -Lbs) 2091 1947 3160 Passed (62%) MID Span 1 under Floor loading Live Load Dail (in) 0.126 0.419 Passed (U999+) MID Span 1 under Roof loading Total Load Dail (in) 0.219 0.629 Passed (U689) MID Span 1 under Roof loading TJPro 53 30 Passed Span 1 -Deflection Criteria: STAN DARD(LL:U360,TL:U240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.36 ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by iLevel®. iLevel® warrants the sizing of its products by this software will be accomplished in accordance with !Level® product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by an iLevel® Associate. -Not all products are readily available. Check with your supplier or !Level® technical representative for product availability. -THIS ANALYSIS FOR iLevel® PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code IBC analyzing the iLevel® Custom product listed above. PROJECT INFORMATION: C o 2009 b I e Level®. Federal Way. WA OPERATOR INFORMATION: W.0.9A�'NbeCA� ere registered tra erar s o r e I `J6bYy§§''""77PP6M'"" dnd rS-Pxo- axe trademarks of Sle�ei®. Project#: Initials: Date: Sheet: :\Structural\2009\09218 Rezbuxg Apartments- Rexburg, ID\ gineeriog\Calculations\Gr ity\Floor Joist.sm by weYe'raauser 117/8" TJI@ 110 @ 16" O/C I TJ- user.2 11/9120094:22:55PM THIS PRODUCT MEETS OR SE 1 DESIGN Paget Engine Version: 6.35.0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 12' 7.00" ^ Max. Vertical Reaction Total (lbs) 1599 699 Max. Vertical Reaction Live (lbs) 925 369 Selected Bearing Length (in) 3.50(W) 2.25(W) Max. Unbraced Length (in) 41 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 663 -264 Max Shear at Support (lbs) 666 -267 Shear Within Span (lbs) 648 Member Reaction (lbs) 666 267 Support Reaction (lbs) 674 276 Moment (Ft -Lbs) 893 Loading on all spans, LDF = 1.00 , Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) 1.0 Dead + 1.0 Floor 994 -595 1002 -603 959 1002 603 . 1021 622 1947 0.109 0.202 Loading on all spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor + 1.0 Roof Shear at Support (lbs) 1572 -617 Max Shear at Support (lbs) 1580 -625 Shear Within Span (lbs) 1537 Member Reaction (lbs) 1580 625 Support Reaction (lbs) 1599 699 Moment (Ft -Lbs) 2091 Live Deflection (in) 0.126 Total Deflection (in) 0.219 PROJECT INFORMATION: OPERATOR INFORMATION: Pj�a G.lfppalrm are reglste=ed tra emarks of=—v.7971 Project #: Initials: a e trademarks of flevel®. ii Jorstural\"2009\ Dafe• Sheet: 921Pro^ \Structural\2009\09218 Rexburg Apartments- Rexburg, ID nglneerinq\Calculations\G vlty\Floor .lois t.sm �� Title : Dsgnr: Date: 2:26PM, Description Scope: User: KW.0606177. Ver6.6.0, 1-Cea2003 Steel Beam Design Page 1 !r,11863.2003 ENERCALC Engineering Software Description Steel Stair Stringers General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : C12X20.7 Actual Moment Fy 36.00ksi fb : Bending Stress 1.575 ksi Pinned -Pinned Load Duration Factor 1.00 Center Span 7.00 It Bm Wt. Added to Loads Elastic Modulus 29,000.0 ks! Left Cant. 0.00 ft LL & ST Act Together 14.400 ksi Right Cant 0.00 it Center Defl. -0.007 in Lu : Unbraced Length 7.00 ft 0.000 in 0.000 Distributed Loads 0.000 in 0.000 Note! Short Term Loads Are WIND Loads. #1 42 #3 #4 #5 #6 #7 W.= DL 0.140 Reaction @ Rt 1.61 k/ft LL 0.300 K'L/r > Cc k/ft ST k/ft Start Location ft End Location It Using: 012X20.7 section, Span = 7.00ft, Fy = 36.Oksl End Fixity = Pinned -Pinned, Lu = 7.00ft, LDF = 1.000 Force & Stress Sum DL Maximum Only Beam OK Static Load Case Governs Stress Allowable Actual Moment 2.821 k -ft fb : Bending Stress 1.575 ksi lb / Fb 0.090 : 1 Shear 1.612 It fv : Shear Stress 0.476 ksi N / Fv 0.033 : 1 Force & Stress Sum DL Maximum Only Beam OK Static Load Case Governs Stress Allowable 2.82 k -ft 0.98 31.417 k -ft Max. Deflection -0.007 in 17.535 ksl Length/DL Dell 36,209.1: 1 Max. M @ Right Length/(DL+LL Defl) 12,627.9: 1 48.730 k 1.61 k 0.56 14.400 ksi 1.61 k 0.56 «.- These columns are D LL LL+ST Center Center 2.82 Max. M + 2.82 k -ft 0.98 Max. M - Max. M @ Left Max. M @ Right Shear @ Left 1.61 k 0.56 Shear @ Right 1.61 k 0.56 Center Defl. -0.007 in -0.002 Left Cant Defl 0.000 in 0.000 Right Cant Deo 0.000 in 0.000 ...Query Defl @ 0.000 ft 0.000 Reaction @ Left 1.61 0.56 Reaction @ Rt 1.61 0.56 Fa caldd per Eq. E2-2, K'L/r > Cc I Beam, MalorAxis, Fb per Eq. F1-8, Fb =12.000 Cb Af / (Id) 1.61 1.61 -0.007 0.000 0.000 0.000 1.61 1.61 -0.007 0.000 0.000 0.000 1.61 1.61 LL Cants 0.000 0.000 0.000 0.000 as noted --» LL+ST Cants k -ft k -ft k -ft k -ft k k 0.000 in 0.000 In 0.000 in 0.000 in k k Project Name: Project #: nitials: Date: Sheet: Title : Dsgnr: Date: 2:2613M. Description Scope: Steel Beam Design Stringers Page 2 Section Properties C12X20.7 Depth 12.000 in Weight 20.65 #/g Web Thick 0.282 in Ixx 129.000 Ino Width 2.940 in lyy 3.860 in4 Flange Thick 0.501 in sxx 21.500 in3 Area 6.08 int syy 1.720 in3 Xcg Dist. 0.698 in R-xx 4.610 in Values for LRFD Design.... R-yy 0.797 in J 0.369 in4 Zx 25.600 in3 Cw 112.00 ins Zy 3.470 in3 K 1.125 in Project Name: 11 Project #: Initials: Date: Sheet: i WOOD STUD WALL DESIGN TRIMMER: KING STUD WINO INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3036 Mcap (Ib -ft) = 827 bib width capacity (ft) = 6.23 for M < Mcap trib width capacity (ft) = 3.20 for A < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTHPUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 Crib width capacity (0) = 5.30 for M < Mcap trib width capacity (ft) = 11.32 for M < Mcap trib width capacity (ft) = 2.73 for A < L / 240 (governs) hih width canarih. rat = a , Interior Zone lst floor exterior USE: 2 X 4 @12 "O.C. I End Zone 1st floor exterior USE: 2 X 4 @12 "O.C. (DF No. 2) Framing at openings Glnlae< nnmd ,ahe.,.n�.. ,....,,_ _,. OPENING WIDTH OFT) Load Case ALLOWABLE STRESS DESIGN - 2005 ND 1D+ Mend 1D+0.75L+0.75Wend+ iD+0.75L+0.525EQ+ 2 1 DESCRIPTION: Height, Is (ft) : deflection < U: C & C Interior Zone (psf): C & C End Zone (psf): earthquake pressure (pso: LL on roof snow? (YIN): Lumber grade: 1 st Floor exterior 8.0 240 16.6 19.5 10.0 y 2 ( DF Nn Axial a 0 roof floor wall misc 71 NnS 9nna DL Loads to Wall: LL trib 1 wLoad case 2&3 4 &5 6 7 135 180 192 111 618 25 25 20 37 35 9.0 40 12.0 0 16.0 100 5.0 w (plf)= 540 780 320 685 225 461 300 660 320 320 185 560 461 660 320 560 2325 1030 2001 2001 TRIMMER: KING STUD WINO INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3036 Mcap (Ib -ft) = 827 bib width capacity (ft) = 6.23 for M < Mcap trib width capacity (ft) = 3.20 for A < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTHPUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 Crib width capacity (0) = 5.30 for M < Mcap trib width capacity (ft) = 11.32 for M < Mcap trib width capacity (ft) = 2.73 for A < L / 240 (governs) hih width canarih. rat = a , Interior Zone lst floor exterior USE: 2 X 4 @12 "O.C. I End Zone 1st floor exterior USE: 2 X 4 @12 "O.C. (DF No. 2) Framing at openings Glnlae< nnmd ,ahe.,.n�.. ,....,,_ _,. OPENING WIDTH OFT) Load Case 1D+iL+1S 1D+ Mend 1D+0.75L+0.75Wend+ iD+0.75L+0.525EQ+ 2 1 1 1 0.755 0.75S 0.60 + 0.7EQ Cd = 1.15 1.60 1.60 1.60 1.60 RE (psi) = 634 634 634 634 634 F'c (Psi) = 578 596 596 596 596 fc (psi) = 443 OK 196 OK 381 OK 381 OK 118 OK M (Ib -ft) = 0 156 117 42 2 Fb' (psi) = 1785 3240 3240 2484 56 2484 fb (psi) = 0 OK 611 OK 458 OK 165 OK 219 OK CSR = 0.59 OK 0.38 OK 0.76 OK 0.58 OK 0.15 OK Oma. (in.) = 0.400 0.400 0.400 0.400 0.400 A (in.) = 0.000 OK 0.147 OK 0.157 OK 0.056 OK 0.075 OK TRIMMER: KING STUD WINO INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3036 Mcap (Ib -ft) = 827 bib width capacity (ft) = 6.23 for M < Mcap trib width capacity (ft) = 3.20 for A < L / 240 (governs) KING STUD WIND END ZONE: KING STUD EARTHPUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 Crib width capacity (0) = 5.30 for M < Mcap trib width capacity (ft) = 11.32 for M < Mcap trib width capacity (ft) = 2.73 for A < L / 240 (governs) hih width canarih. rat = a , Interior Zone lst floor exterior USE: 2 X 4 @12 "O.C. I End Zone 1st floor exterior USE: 2 X 4 @12 "O.C. (DF No. 2) Framing at openings Glnlae< nnmd ,ahe.,.n�.. ,....,,_ _,. OPENING WIDTH OFT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. OF KING STUDS EO 3 2 1 1 1 4 2 1 1 1 5 2 1 2 1 6 3 2 2 1 7 3 2 2 1 8 4 2 2 1 9 4 2 2 1 10 4 2 3 2 11 5 2 3 2 12 5 3 3 2 13 5 3 3 2 14 8 3 3 2 15 6 3 3 2 18 1 7 3 q 2 A < L / 240 (governs) Project Name: Project #: Initials: Date: Sheet: WDOD STUD WALL DES113N 1D+1L+iS 10+ iWend iD+0.75L+0.75Wend+ 11)+0.75L+0.525EQ+ 4 @16 -- End Zone 2nd floor exterior USE: 2 X 0.75S D E S D R I PTI D N12nd floor exterior AL OWABLESTRES OESIG -2005 OS Axial 0.6D+0.7EQ Cd = FcE (psi) = 1.15 634 1.60 Height, Is (ft) : 8.0 1.60 Loads to Wall: Pc (psi) = w Load case 634 634 deflection <LP. 240 a 0 DL LL Crib 1 2&3 4 &5 6 7 C & C Interior Zone (psf): 16.6 roof25540 327 OK 98 OK 225 461 461 135 C & C End Zone (psf): 19.5 floor 25 40 6.0 390 150 330 330 90 earthquake pressure (psf): 10.0 wall 20 0 8.0 160 160 160 160 96 LL on roof snow: y mist 37 100 3.0 411 111 336 336 67 Lumbery 2 15 4 3 3 w (plf)= 1501 646 1287 1287 388 grade: (DF No. 2) NDS 2005 Trimmer supports only vertical load ... King stud supports only bending Pcap (lbs) = 3038 KING STUD WIND ENO ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 URI width capacity (ft) = 5.30 for M < Mcap trib width capacity (ft) = 2.73 for d < L / 240 (oovernsl KING STUD EARTHGIUAKE: King stud supports only bending ... Mcap (Ib -ft) = 634 trib width capacity (ft) = 11.32 for M < Mcap Irih ",id/h n ---- — Interior Zone 2nd floor exterior USE: 1D+1L+iS 10+ iWend iD+0.75L+0.75Wend+ 11)+0.75L+0.525EQ+ 4 @16 -- End Zone 2nd floor exterior USE: 2 X 0.75S 0.755 0.6D+0.7EQ Cd = FcE (psi) = 1.15 634 1.60 1.60 1.60 Framing at openings (unless noted otherwise on plan): 1.60 Pc (psi) = 578 ggq 596 634 634 STUDS INT ZONE 634 fc (psi) = 381 OK 164 OK 596 327 OK 596 596 M (Ib -ft) = 0 208 327 OK 98 OK Fb' (psi) = 1785 3240 156 3240 56 2 75 � (psi)= 0 OK 815 OK 811 OK 2484 2 2484 1 OK 0.42 OK 0.69 OK 219 OK 11 3 2LOKCSR0.43 (in.) = 0.400 12 3 3 0.48 OKAm„ 2 0.0.400 (in.) = 0.000 OK 0.196 OK 0.400 0.210 OK 0.400 3 0.4004 15 4 3 3 2 0.075 OK 3 0.1 2 TRIMMER: KING STUD WINO INTERIDR :ONE: Trimmer supports only vertical load ... King stud supports only bending Pcap (lbs) = 3038 ... Mcap (Ib -fl) = 827 trib width capacity (ft) = 6.23 for M < Mcap trib width capacity (ft) = 3.20 for d < L / 240 (governs) KING STUD WIND ENO ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 URI width capacity (ft) = 5.30 for M < Mcap trib width capacity (ft) = 2.73 for d < L / 240 (oovernsl KING STUD EARTHGIUAKE: King stud supports only bending ... Mcap (Ib -ft) = 634 trib width capacity (ft) = 11.32 for M < Mcap Irih ",id/h n ---- — Interior Zone 2nd floor exterior USE: _ ..._ ..._ ...............r I,.I — 3.32 for 2 X 4 @16 "O.C. End Zone 2nd floor exterior USE: 2 X 4 @16 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) NO. TRIMMERS NO. OF KING NO. OF KING STUDS NO. OF KING STUDS INT ZONE ENDZONE STUDS EO 8 1 1 1 1 j 5 2 2 6 2 2 2 1 7 2 2 2 1 8 2 2 2 1 93 2 2 1 10 3 2 3 2 11 3 2 3 2 12 3 3 3 2 13 4 3 3 2 14 4 3 3 2 15 4 3 3 2 16 4 3 4 2 4 < L / 240 (governs) Project Name: i Project #: Initials: Date: Sheet: WDOD STUD WALL DESIGN ALLOWABLESTRESS DESIGN 2005 NDS DEa DRIPTI ON: 3rd floor exterior Axial Loads to Wall: wLoad case Height. Is (ft) : 8.0 a DL LL bib 1 2&3 4 &5 a 7 deflection < U: 240 0 roof 25 35 7.0 420 175 359 359 105 C& C Interior Zone (psf): 16.6 floor 0 0 0 0 0 0 0 0 C& C End Zone (psf): 19.5 wall 0 0 0 0 0 0 0 0 earthquake pressure (psf): 10.0 mist 0 0 0 0 0 0 0 0 LL on roof snow? (Y/N): y w (plf)= 420 175 359 359 105 Lumber grade: 2 (DF No. 2) NDS 2005 TRIMMER: KING STUD WiNo INTERIOR ZONE: Trimmer supports only vertical load ... Pcap (lbs) = 3036 KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 5.30 for M < Mcap trib width capacity (ft) = 2.73 for 0 < L / 240 (governs) King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 6.23 bib width capacity (ft) = 3.20 for M < Mcap for A < L / 240 (governs) KING STUD EARTHQUAKE: King stud supports only bending ... Mcap (Ib -ft) = 634 trib width capacity (ft) = 11.32 for M < Mcap TO width canacita rfrl = R q9 I p < L 1240 Interior Zone 3rd floor exterior USE: 2 X 4 @16 "O.0 Load Case 1D+iL+lS 1D+ Mend 1D+0.75L+0.75Wend+ 1D+0.751-+0.525EQ+ NO. OF TRIMMERS NO, OF KING NO. OF KIIJG STUDS NO. OF WNG 0.75S 0.75S OAD+0.7EQ Cd = 1.15 1.60 1.60 1 1.60 1.60 FcE (psi) = 634 634 634 634 1 F'c (psi) = 578 596 596 596 634 to (psi) = 107 OK 44 OK 91 OK 91 OK 596 27 OK M (Ib -ft) = 0 208 156 56 2 Fb' (psi) = 1785 3240 3240 2484 75 2484 ib (psi) = 0 OK 815 OK 611 OK 219 OK 293 OK CSR = 0.03 OK 0.28 OK 0.24 OK 0.13 OK 0.12 OK Am„ (in.) = 0.400 0.400 0.400 0.400 0.400 A (in.) = 0.000 OK 0.196 OK 0.210 OK 0.075 OK 0.100 OK TRIMMER: KING STUD WiNo INTERIOR ZONE: Trimmer supports only vertical load ... Pcap (lbs) = 3036 KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 5.30 for M < Mcap trib width capacity (ft) = 2.73 for 0 < L / 240 (governs) King stud supports only bending ... Mcap (Ib -ft) = 827 trib width capacity (ft) = 6.23 bib width capacity (ft) = 3.20 for M < Mcap for A < L / 240 (governs) KING STUD EARTHQUAKE: King stud supports only bending ... Mcap (Ib -ft) = 634 trib width capacity (ft) = 11.32 for M < Mcap TO width canacita rfrl = R q9 I p < L 1240 Interior Zone 3rd floor exterior USE: 2 X 4 @16 "O.0 End Zone 3rd floor exterior USE: 2 X 4 @16 -O.C. (DFNo.2) Framing at openings (unless noted otherwise on plan): STUDS EO OPENING WIDTH (FT) NO. OF TRIMMERS NO, OF KING NO. OF KIIJG STUDS NO. OF WNG 4 1 1 1 STUDS INT ZONE 5 1 i 2 1 6 1 2 2 1 7 1 2 2 1 8 1 2 2 1 9 1 2 2 1 10 1 2 3 2 11 1 2 3 2 12 1 3 3 2 13 1 3 3 2 14 i 3 3 2 15 2 3 3 2 16 2 3 4 2 11 (governs) Project Name: Project#: Initials: Date: Sheet: ENDZONE STUDS EO 3 4 1 1 1 1 5 1 i 2 1 6 1 2 2 1 7 1 2 2 1 8 1 2 2 1 9 1 2 2 1 10 1 2 3 2 11 1 2 3 2 12 1 3 3 2 13 1 3 3 2 14 i 3 3 2 15 2 3 3 2 16 2 3 4 2 (governs) Project Name: Project#: Initials: Date: Sheet: WOOD STUD WALL DESIGN TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3036 Mcap (Ib -fl) = 827 [rib width capacity (fl) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for d < L / 240 (governs) KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width rapacity (ft) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for A < L / 240 (governs) KING STUD EARTHQUAKE; King stud supports only bending ... Mcap (Ib -ft) = 634 Crib width capacity (ft) = 11.32 for M < Mcap URI width caoaciN (61 = ; n? I. 2 I Interior Zone list floor interior USE: 2 X 4 @ 12 " O.C. End Zone fat floor Interior USE: 2 X 4 @12 "O.C.. (DF No. 2) Framina at oDeninas (unless noted mh.D Il ...., OPENINGWIDTH (FT) ALLOWABLE STRESS DESIGN -2005NDS 1D+iL+1S 1D+ Mend iD+0.75L+0.75Wend+ iD+0.75L+0.525EQ+ 2 DESCRIPTION: tat floor Interior Height, Is (ft) : 8.0 deflection< U: 240 C & C Interior Zone (psf): 5.0 C & C End Zone (psf): 5.0 earthquake pressure (psf): 10.0 LL on roof snow? (YIN): y Axial a 0 roof floor wall misc DL Loads to Wall: LL trib 1 wLoad case 2&3 4 &5 6 7 195 360 96 0 651 20-4 25 10 0 5 13.0 40 24.0 0 16.0 0 0 IN (plf)= 780 1560 160 0 325 666 600 1320 160 160 0 0 666 1320 160 0 2500 1085 2146 2146 Lumber grade: 2 (DF No. 21 NDS 2nn5 Fc (psi) = 578 596 596 596 596 fc (psi) = TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3036 Mcap (Ib -fl) = 827 [rib width capacity (fl) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for d < L / 240 (governs) KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width rapacity (ft) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for A < L / 240 (governs) KING STUD EARTHQUAKE; King stud supports only bending ... Mcap (Ib -ft) = 634 Crib width capacity (ft) = 11.32 for M < Mcap URI width caoaciN (61 = ; n? I. 2 I Interior Zone list floor interior USE: 2 X 4 @ 12 " O.C. End Zone fat floor Interior USE: 2 X 4 @12 "O.C.. (DF No. 2) Framina at oDeninas (unless noted mh.D Il ...., OPENINGWIDTH (FT) Load Case 1D+iL+1S 1D+ Mend iD+0.75L+0.75Wend+ iD+0.75L+0.525EQ+ 2 1 1 1 0.755 0.75S 0.61)+0.7EQ Cd = 1.15 1.60 1.60 1.60 1.60 FcE (psi) = 634 634 634 634 634 Fc (psi) = 578 596 596 596 596 fc (psi) = 476 OK 207 OK 409 OK 409 OK 124 OK M (Ib -ft) = 0 40 30 42 1 Fb' (psi) = 1785 3240 3240 2484 56 2484 to (psi) = 0 OK 157 OK 118 OK 165 OK 219 OK CSR = 0.68 OK 0.19 OK 0.57 OK 0.66 OK 0.15 OK A... (in.) = 0.400 0.400 0.400 0.400 0.400 A (in.)= 0.000 OK 0.038 OK 0.040 OK0.056 OK 0.075 OK TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3036 Mcap (Ib -fl) = 827 [rib width capacity (fl) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for d < L / 240 (governs) KING STUD WIND END ZONE: King stud supports only bending ... Mcap (Ib -ft) = 827 trib width rapacity (ft) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for A < L / 240 (governs) KING STUD EARTHQUAKE; King stud supports only bending ... Mcap (Ib -ft) = 634 Crib width capacity (ft) = 11.32 for M < Mcap URI width caoaciN (61 = ; n? I. 2 I Interior Zone list floor interior USE: 2 X 4 @ 12 " O.C. End Zone fat floor Interior USE: 2 X 4 @12 "O.C.. (DF No. 2) Framina at oDeninas (unless noted mh.D Il ...., OPENINGWIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE NO, OF KING STUDS END ZONE NO. OF KING STUDS EQ 3 2 1 1 1 4 2 1 1 1 5 3 1 1 6 3 7 3 8 4 1 1 1 9 4 10 5 1 1 2 11 5 1 1 2 12 5 1 1 2 13 6 1 1 2 14 6 1 1 2 15 7 1 1 2 16 7 1 1 2 D < L / 40 (governs) Project Name: Project #: nitials: Date: Sheet: WORD STUD WALL DESIGN TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Peep (lbs) = 3036 Mcap (Ib -ft) = 827 trib width rapacity (ft) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for 0 < L/ 240 (governs) KING STUD WIND END ZONE: ALLOWABLE STRESS DE IGN- P005 ND 1D+1L+iS iD+ Mend1D+0.75L+0.75Wend+ Mcap (Ib -ft) = 827 1D+0.75L+0.525EQ+ trib width capacity (ft) = 20.67 for M < Mcap DESCRIPTION: 2nd floor Interior 7Vdal trib width capacity lel = R n9 1. Loads to Wall: 0.755 wLead case Cd = 1.15 Height, IS (ft) : 8.0 a DL LL trib 1 2&3 4 &5 6 7 deflection < U.' 240 0 roof 25 35 13.5 810 338 692 692 203 C & C Interior Zone (psf): 5.0 floor 25 40 13.5 878 338 743 743 56 C & C End Zone (psf): 5.0 wall 10 0 8.0 3240 2484 75 2484 ib (psi) = 203 earthquake pressure (psq: 10.0 157 OK 219 OK 293 OK 80 80 80 80 48 LL on roof snow: y misc 0 0 0 0 0 0 0 0 0.050 OK 0.054 OK 0.075 OK w (plo= 1768 755 1514 1514 453 Lumbery graderade:2 lDF Nn 71 NOS >nnc 18 5 1 1 i 2 2 TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Peep (lbs) = 3036 Mcap (Ib -ft) = 827 trib width rapacity (ft) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for 0 < L/ 240 (governs) KING STUD WIND END ZONE: Load Case 1D+1L+iS iD+ Mend1D+0.75L+0.75Wend+ Mcap (Ib -ft) = 827 1D+0.75L+0.525EQ+ trib width capacity (ft) = 20.67 for M < Mcap trib width capacity (ft) = 11.32 for M < Mcap trib width capacity (ft) = 10.63 for A < L 1240 (governs) trib width capacity lel = R n9 1. 0.755 0.755 0.6D + 0.7EQ Cd = 1.15 1.60 1.60 1.60 1.60 RE (psi) = 634 634 634 634 1 Fc (psi) = 578 596 596 596 634 fc (psi) = 449 OK 192 OK 385 OK 385 OK 596 115 OK M (Ib -ft) = 0 53 40 56 1 Fb' (psi) = 1785 3240 3240 2484 75 2484 ib (psi) = 0 OK 209 OK 157 OK 219 OK 293 OK CSR = 0.60 OK 0.20 OK 0.54 OK 0.64 OK 0.18 OK A.., (in.) = 0.400 0.400 0.400 0.400 0.400 A (In.)= 0.000 OK 0.050 OK 0.054 OK 0.075 OK 0.100 OK TRIMMER: KING STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Peep (lbs) = 3036 Mcap (Ib -ft) = 827 trib width rapacity (ft) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for 0 < L/ 240 (governs) KING STUD WIND END ZONE: KIND STUD EARTHquAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 trib width capacity (ft) = 20.67 for M < Mcap trib width capacity (ft) = 11.32 for M < Mcap trib width capacity (ft) = 10.63 for A < L 1240 (governs) trib width capacity lel = R n9 1. Interior Zone 2nd floor Interior USE: 2 X 4 @16 -O.C. End Zone 2nd floor interior USE: 2 X 4 @ 16 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): STUDS EO OPENING WIDTH NO. OF TRIMMERS NO. OF KING NO. OF KING STUDS NO. OF KING 4 2 (FT) 5 2 1 1 1 6 2 1 1 1 7 3 1 1 1 8 3 1 j 1 9 3 1 1 1 10 3 1 1 2 11 4 I 1 2 12 4 1 1 2 13 4 1 1 'e 14 5 1 1 15 5 1 2 18 5 1 1 i 2 2 . STUDS INT ZONE END ZONE STUDS EO 3 1 1 1 1 4 2 5 2 1 1 1 6 2 1 1 1 7 3 1 1 1 8 3 1 1 1 9 3 1 1 1 10 3 1 1 2 11 4 1 1 2 12 4 1 1 2 13 4 1 1 'e 14 5 1 1 15 5 1 2 18 5 1 1 i 2 2 L1 < L / 240 (governs) Project Name: Project #: Initials: Date: Sheet: WOOD STUD WALL DESIGN 1D+1L+1S 1D+ lWend 1D+0.75L+0.75Wend+ 1D+0.751-+0.525EQ+ NO. OF KING STUDS NO. OF KING 0.75S ALL WABLESTRES DESIG 10o5N S 0.61) + 0.7EQ Cd = 1.15 1.60 1.60 DESCRIPTION: 3rd floor Interior Axial FcE (psi) = Loads to Wall: 634 wLoad case j 1.60 Height, Is (ft) : 8.0 a DL LL trib 1 2&3 4 &5 6 7 tlone <L/: 240 C& C Interior or ZZone (psf): 5.0 0 roof 25 35 13.5 910 338 692 692 203 C& C End Zone (psf): 5.0 floor wall 0 0 0 0 0 0 0 0 0 earthquake pressure (pso: 10.0 mist 2464 0 0 0 0 0 0 0 LL on roof snow? (YIN): y 0.400 0 0 0 0 0 0 0 0 o.aoo 0.054 OK 0.400 0.400 w (plf)= 810 338 692 692 203 Lumber grade: 2 (DF No. 2) NDS 2005 2 1 1 2 13 TRIMMER: KIND STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3036 Mcap (Ib -ft) = 827 trib width capacity (fl) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for A < L / 240 (governs) KIND STUD WIND END ZONE: KIND STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 trib width capacity (ft) = 20.67 for M < Mcap Crib width capacity (ft) = 11.32 trib width capacity (ft) = 10.83 for A < I 1240 ------ ,... - _- for M < Mcap ori<L/240 Interior Zone 3rd floor interior USE: 2 X 4 @iG "O.C. End Zone 3rd floor interior USE: 2 X 4 @ 16 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): 1D+1L+1S 1D+ lWend 1D+0.75L+0.75Wend+ 1D+0.751-+0.525EQ+ NO. OF KING STUDS NO. OF KING 0.75S 0.75S 0.61) + 0.7EQ Cd = 1.15 1.60 1.60 1.60 1 FcE (psi) = 634 634 834 j 1.60 Fc (psi) = 578 596 596 634 634 to (psi) = 206 OK 86 OK 178 OK 598 176 OK 596 M (Ib -ft) = 0 53 1 1 51 OK FV (psi) = 1785 3240 40 3240 56 75 Ib (psi) = 0 OK 209 OK 157 OK 2484 2464 CSR= 0.13 OK 0.10 OK 0.15 OK 219 OK 293 OK 4m„ (in.) = 0.400 0.400 0.21 OK 0.14 OK 4 (in.) = 0.000 OK 0.050 OK o.aoo 0.054 OK 0.400 0.400 11 2 1 1 0.075 OK 0.100 OK TRIMMER: KIND STUD WIND INTERIOR ZONE: Trimmer supports only vertical load ... King stud supports only bending ... Pcap (lbs) = 3036 Mcap (Ib -ft) = 827 trib width capacity (fl) = 20.67 for M < Mcap trib width capacity (ft) = 10.63 for A < L / 240 (governs) KIND STUD WIND END ZONE: KIND STUD EARTHQUAKE: King stud supports only bending ... King stud supports only bending ... Mcap (Ib -ft) = 827 Mcap (Ib -ft) = 634 trib width capacity (ft) = 20.67 for M < Mcap Crib width capacity (ft) = 11.32 trib width capacity (ft) = 10.83 for A < I 1240 ------ ,... - _- for M < Mcap ori<L/240 Interior Zone 3rd floor interior USE: 2 X 4 @iG "O.C. End Zone 3rd floor interior USE: 2 X 4 @ 16 " O.C. (DF No. 2) Framing at openings (unless noted otherwise on plan): OPENING WIDTH (FT) NO. OF TRIMMERS NO.OF KING NO. OF KING STUDS NO. OF KING STUDS INT ZONE ENOZONE STUDS EO 3 1 1 1 1 j 4 1 5 1 1 6 1 1 1 1 7 1 1 1 1 I 8 2 1 I 1 0 2 1 1 1 10 2 1 1 2 11 2 1 1 2 I 12 2 1 1 2 13 2 1 1 2 14 2 1 1 2 15 3 1 1 2 16 3 1 1 2 (governs) Project Name: Project #: nitials: Dare: Sheet: MASONRY BLENDER WALL DES113N M equations bsted on 12C 2000 SemADISA and JAG 63002 Section 325) PROJECT: XXX WALL MARK: XXX WALL DATA: XXX T.O. parapetelev (8): IS 00 T.O. wall Slav (R): 9.00 Base Mad (R) : 0.00 fm (PS): 1500 Fy(ks): 60 Wall self wt (PSG ; 55 Equiv Thick (N): 4.90 r(Jn): 2.59 If (In): 3.81 face shall (m): 1.25 LOAD DATA: 11 : 0.5 C! : 0.2 Snow Loads?: N SPECIAL INSPECTION REQUIRED. Solid Grouted?: N Nom. Wall Thick (in): e Nom. Jamb Thick (In): 8 Vertical Reber [#] 5 Vert. Relnf spacing: 32 Center Reban (YIM y Min As Hertz DrVft): 0.04 1#5AT 48"Do. ) Min Aa Vent pnVft) 0.04 0 Equly Ven As pn2h): 0.12 As mia OK Equiv Hodz As pn2/9): 0.08 OK Seismic Design Data: 7SCSX00-6A9c=7aw SDI: 0.500 la: 1.00 P: 1.00 (IBC Eq 1683) Fp : 0.20 Ww FP(PSG: 11.0 (IBC Eq 16-28) Ev: 0.100 D SERVICE LOAD DATA: DL aq LL I) TO (ft) dlnmreaef PaI a(in Roof Ledger Load 1 (PSG: 25 35 2.0 2.00 5.81 Roof Ledger Load 2 (psq: 0 0 0.0 0.00 3.81 Floor Ledger Load (PSI: 0 0 0.0 0.00 3.81 Roof Concentric Load( psq: 0 0 00 - _ Floor Concentric Load(ps): 0 0 0.0 - -- Roof Concentrated Load (Wp): 0.00 0.00 - 0.00 3.81 Floor Concentrated Load (Kip) : 0.00 0.00 - 0.00 3.81 Wall Self WI (kln: - - _ _ - Wallendo enin La out R) LeRO ening Iamb RightO ening Gravity Lateral witllh Lateral Gravlly 0.00 0.00 1.0 1 0.00 0.00 Calculated Max. Jamb Width (a): 1,00 Lateral Uniform Lead Concenln%.: 1.00 Gavlty Uniform Load CenCenbaticn: 1.00 Gravity Conoentraell Lead Distribution: 1.00 Wind Design Data: 1.4D 1.11 0.02 0.00 0.00 0.02 0.00 1.2D0eLe0.5Lr/S 0.99 0.02 0.00 0.00 0.02 0.00 h'R: 14.2 OK (AIDS 7-9.9 ar474w 1.2000EIF11. 1.03 0.02 O.OD 0.11 0.13 0.00 0.90H.OE 0.79 0.01 0.00 0.11 0.12 COD Vad bar clear cover pn): 2.25 Design Wind Pressure(psq: 22.0 Em(ps); 1,350,000 n; 21.5 0.73 0.80 1,91 ands OK >Mu. aK [Act }28) 0.73 Ion, OK 0.80 1,89 "Ju. CK 0.73 a1Mn. Cm 0.80 1.90 -A..OK Pt : 0.80 0.]3 Na,eOK O.BD 1,90 aMI. OK 0.]3 enA¢OK .0.80 1.84 > Mu. OK 0.]3 0.60 1.83 No 01 1MU.OK Ag (in211q: 58.8 30 0.03 0.72 0.03 0.72 .2 0.25 0.72 Ig (n4/ t): 344 29 0.09 0.72 29 0.23 0.72 (3-2) fr (ps) : 97 S (In3/R) : 2D Bearing Wtllh(it) We (WIG w11dq WUfikIG Ws(kl - 0.05 - 0.07 0.00 - 0.00 - 0.00 0.00 - 0.00 0.00 - - 0.00 -- 0.00 0.00 - 0.00 0.00 - _ 0.150 0.00 - 0.00 0.00 0.00 0.00 0.00 - - 0.74 -- - - CODE CHECKS: Ult. Vert stress (psi): 19 am fm(psi): 75 OK pec 2108.9.4) Nm 53002323) p: 0.0025 Pmax: 0.0088 OK (@C2109.e 2132) WALL ANALYSIS: Load Combos: Pu": Pu•e/2 D, Me: Mu MmlikM): IOU seismic IS Mc: Final MU TOTue;-fie: Au rn)1 1.4D 1.11 0.02 0.00 0.00 0.02 0.00 1.2D0eLe0.5Lr/S 0.99 0.02 0.00 0.00 0.02 0.00 1.213tIALUS011. 1.D8 0.04 0.00 0.00 0.04 0.00 1,2D.lSIU/S+0SW 4.06 0.04 0.18 0.00 0.22 0.01 1.2DH.SWH1 L+CSIUr5 0.99 0.02 0.36 0.00 0.36 0.01 1.2000EIF11. 1.03 0.02 O.OD 0.11 0.13 0.00 0.90H.OE 0.79 0.01 0.00 0.11 0.12 COD 0.9D.ISW 0.71 0.01 0.36 0.00 0.37 0,01 1}zs1 1}2a) (IBC 210SAAS) (ACI 3-321 Mar lx Mq: Bexura 4: (ACI -27) 21 Mn lk'Mt)1 0.73 0.80 1,91 ands OK >Mu. aK [Act }28) 0.73 Ion, OK 0.80 1,89 "Ju. CK 0.73 a1Mn. Cm 0.80 1.90 -A..OK 0,73 aran.OK 0.60 1.90 >Au. cK 0.73 -Nn.OK 0.80 1.89 >Mu. OK 0.]3 Na,eOK O.BD 1,90 aMI. OK 0.]3 enA¢OK .0.80 1.84 > Mu. OK 0.]3 0.60 1.83 No 01 1MU.OK 1" (04): service30 Initial M=0.00 had: dmax=O.OWh M1: (IBL 3108.9.4.6) NCI }90,31) 30 0.01 0.72 30 0.03 0.72 0.03 0.72 .2 0.25 0.72 30 ' 0.25 0.72 30 0.09 0.72 29 0.09 0.72 29 0.23 0.72 (3-2) FOUNDATION ANALYSIS: Max P service (WB) : 0.86 al mid hl of wall Allowable ..It bearing (psi): 1500 Addl lower wall wl(kM): 0.25 Req'd wall fig width (it): (Unless other foundation design Gala Included) Total at base of wall (WR):' -1'i'1 - Profit TdEfl WbD ask.S.1 +3. =la Project #: Initials: Date: Sheet: ALLOWABLE STRESS DESIGN COLUMN MARK: Cl LOADS: LEVEL 1 elev. (8): 9.00 C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 0.00 0.00 A 9.80 3.60 3.00 - 29.40 - 8 4.00 1.13 -3.00 - -12.00 -- LOAD P, (k) P.,(k) 0. (in) a, (in) Pen PeyrL Comments LEVEL3 A 7.60 3.60 3.00 - 22.80 - <- elev. (0): 26.00 B 0.00 0.00 0.00 M,y: 0.00 - elev. (ft): 0.00 0 0.00 0.00 -- 0.00 - 0.00 COLUMN INTERACTION: D 0.00 0.00 1 0.00 0.22 0.00 LEVEL2 A 9.80 3.60 3.00 - 29.40 - <- elev, (t): 18.00 B 4.00 1.13 -3.00 - -12.00 KVry: 49.74 LEVEL 1 elev. (8): 9.00 C 0.00 0.00 - 0.00 - 0.00 D 0.00 0.00 0.00 0.00 A 9.80 3.60 3.00 - 29.40 - 8 4.00 1.13 -3.00 - -12.00 -- LEVEL 2... C 0.00 0.00 -- 0.00 -- 0.00 46 ksl D 0.00 0.00 - 0.00 -- 0.00 FOUNDATION kip 35.20 55.96 Ix: 16 M,y: 209.6 kip -in 16 elev. (ft): 0.00 Sx: 6.41 in? Case Pr FR. Ma M./M. COLUMN INTERACTION: M,/My H14 Z,: 7.610 1 21.40 0.22 LEVEL3... 0.08 0.00 0.00 0.30 Ox 2 18.53 MID: 49.74 29.40 M,x: 209.6 kip -in 0.00 P,: 100.3 kip KVry: 49.74 0.22 M,y: 209.6 kip -in 0.00 0.00 0.22 CK Case Pr FR. Mrx Mrx/M,x Mry MOJM,y Hi -1 0.24 1 7.60 0.08 22.80 0.11 0.00 0.00 0.15 Du 2 7.60 0.08 22.80 0.11 0.00 0.00 0.15 OK 3 7.60 0.08 0.00 0.00 0.00 0.00 0.04 OK 4 7.60 0.08 22.80 0.11 0.00 0.00 0.15 OK LEVEL 2... HSS5x5x114 Fy = 46 ksl KVm: 55.96 in? MO: 209.6 kip -in In. P,: 95.9 kip KVry: 55.96 Ix: 16 M,y: 209.6 kip -in 16 in 4 Sx: 6.41 in? Case Pr FR. Ma M./M. Mry M,/My H14 Z,: 7.610 1 21.40 0.22 17.40 0.08 0.00 0.00 0.30 Ox 2 18.53 0.19 29.40 0.14 0.00 0.00 0.24 OK 3 21.40 0.22 0.00 0.00 0.00 0.00 0.22 CK 4 18.53 0.19 29.40 0.14 0.00 0.00 0.24 OK LEVEL I... KVrx: 55.96 Mcx: 209.6 kip -in P,: 95.9 kip KVry: 55.96 M,y: 209.6 kip,4n Case Pr PR/ % MWMcx Mry Mr1mg Hi -1 1 35.20 0.37 17.40 0.08 0.00 0.00 0.44 OK 2 32.33 0.34 29.40 0.14 0.00 0.00 0.46 OK 3 35.20 0.37 0.00 0.00 0.00 0.00 0.37 OK 4 32.33 0.34 29.40 0.14 0.00 0.00 0.46 OK COLUMN SIZE: HSS5x5x114 Fy = 46 ksl A: 4.3 in? t: 0.233 In. b: 5 in. d: 5 In. Ix: 16 in.4 ly: 16 in 4 Sx: 6.41 in? Sy: 8.41 In? Ix: 1.93 in. ry: 1.93 In. Z,: 7.610 in 3 Zy: 7.61 in 3 Tp ar b/l- 18.50 28.12 35.15 IA 18.50 28.12 35.15 Kx: 1.00 Cw: 10.5 Ky: 1.00 J: 25.8 Fy: 46 h: 5 PLAN -TYPICAL COLUMN CASE I: FULL DL+LL CASE2: OL + unbal LL abI Y-AXIS CASE 3: DL• unbala abl X-PXIs CASE 4: M. unbal LL abl X 6 Y-AXES Project Name: Project #: Initials: Date: Sheet: ussC ..07.01.11xla ALLOWABLE STRESS DESIGN COLUMN MARK. C2 LOADS: COLUMN INTERAOTION: LEVEL 3... LOAD P, (k) Podk) a. On) erlin) P.e,, PeeTL Comments LEVEL3 A 0.00 0.00 0.00 - 0.00 -- elev. (ft): 0.00 B 0.00 0.00 0.00 - 0.00 - Case C 0.00 0.00 - 0.00 - 0.00 1 0 0.00 0.00 0.00 0.00 0.00 0.00 LEVEL 2 A 5.13 1.50 3.00 -- 15.39 --- elev. (fl): 18.00 8 0.00 0.00 0.00 - 0.00 - 4 C 0.00 0.00 - 0.00 -- 0.00 LEVEL 2... D 0.00 0.00 0.00 0.00 LEVEL 1 A 5.13 1.50 3.00 - 15.39 - elev. (fl)'. 9.00 B 0.00 0.00 0.00 - 0.00 - Case C 0.00 0.00 - 0.00 - 0.00 I D 0.00 0.00 - 0.00 - 0.00 FOUNDATION 5.13 10.26 15.39 0.23 0.00 0.00 0.30 OK elev. (81: 0.00 5.13 0.14 0.00 0.00 0.00 0.00 0.07 OK COLUMN INTERAOTION: LEVEL 3... HSS3x3x1/4 Fy = 46 ksl A: 2.44 KVm: 0.00 0.233 in. Mnx: 68.3 kip -in d: Pe: #DIV/01 KVry: 0.00 3.02 in Mcy: 68.3 kip -in Sy: 2.01 in.' N: 1.11 Case Pr PR. III, MIx/Mcx MIy M,/My Hi -1 1 0.00 #DIV/01 0.00 0.00 0.00 0.00 #DIV/01 2 0.00 4DIV/01 0.00 0.00 0.00 0.00 #DIV/01 3 0.00 #DIV/01 0.00 0.00 0.00 0.00 #DIV101 4 0.00 #DIV/01 0.00 0.00 0.00 0.00 #DIV/01 LEVEL 2... Klhx: 97.30 Mex: 68.3 kIp-in Pc: 35.6 kip KVry: 97.30 Mey: 68.3 kip -in Case Pr P,/Pe Ma Mrx/Mex Mry Mr IMey H7-1 I 5.13 0.14 15.39 0.23 0.00 0.00 0.30 OK 2 5.13 0.14 15.39 0.23 0.00 0.00 0.30 OK 3 5.13 0.14 0.00 0.00 0.00 0.00 0.07 OK 4 5.13 0.14 15.39 0.23 0.00 0.00 0.30 OK LEVEL 1 ... KYm: 97.30 Mex: 68.3 kip -in Pc: 35.6 kip KVry: 97.30 Mey: 68.3 kip -in Case Pr P,/Pc Mx Mn,/Mnx Mry Mry/Mey Hi -0 1 10.26 0.29 15.39 0.23 0.00 0.00 0.49 CK 2 10.26 0.29 15.39 D.23 0.00 0.00 0.49 OK 3 10.26 0.29 0.00 0.00 0.00 0.00 0.29 OK 4 10.26 0.29 15.39 0.23 0.00 0.00 0.49 OK COLUMN SIZE: HSS3x3x1/4 Fy = 46 ksl A: 2.44 In.' t: 0.233 in. b: 3 in. d: 3 in. Ix: 3.02 in � ly: 3.02 in <-- Sx: 2.01 in.' Sy: 2.01 in.' N: 1.11 in. ry: 1.11 in. Ze: 2.480 In. Zr: 2.48 in.. - Xp Ar b/t= 9.88 28.12 35.15 hR 9.88 28.12 35.15 Kx: 1.00 Cw: 3.52 Ky: 1.00 J: 5.08 Fy: 46 h: 3 PLAN - TYPICAL COLUMN CASE 1: FULL DL -LL CASE2: DLevnbal LLWY-AXIS CASES: DL,rIbWtL.bl X -MIS CASE4: DL,IbSlLLaWX6%AXES Project Name: Project #: Initials: Date: Sheet: HSSCW.W.01.1Exle VC WOOD POST DESIGN DOUGLAS FIR LARCH ALLOWABLE STRESS DESIGN ALLOWABLE LOADS (KIPS) LOAD DIIRATIONI Do = 1.15 ALLOWABLE LOADS (KIPS) LOAD DURATION, Do = 1.00 ALLOWABLE UNGRADED HEIGHT OF POST, LE (FT) BEAM POST 8 9 10 12 14 16 18 20 BEARING 2x4 stud' 2.5 2.1 1.7 1.2 0.9 -- --- -- 3.3 2r.4 no 2* 31 ..2.5 20' 1.4" 1.1 - 20 -- 33 2 x 6 stud' TO 6.3 5.6 43 3.3 2.6 2.1 1.7 5.2 2X6 no. 2' 95. 9.2 P.0 5.2 '4.0. . 3'.1 - 2.5 - 2.0 52 - 4 x 4 no. 2 7.1 5.7 4.7 3.3 2.5 --- --- --- _ 7.7 4x6,no.2 -11.1 9.0 7.4 53 3.9 - - -- 12.0 4 x 8 no. 2 14.6 11.8 9.8 6.9 5.1 --- -- --- 15.9 6x6 no.2 20.0 - 18.6 1TO 13.7 10.9 8.7 Tl -5.8 18.9 6 x 5 no. 1 27A 25.0 22.4 17.6 13.8 10.9 8,8 7.2 18.9 ox8'no.2 2T3 25A 23.1 - 187 14.8 11.9 9.6 7.9 25.3 6 x 8 not 37.3 340 30.5 24.0 18.8 14.9 12.0 9.9 25.8 9.5 ,58,3,- .,,562 536,; 47.4 40,4 -. t33�dy;o, ;, 282 23.6. 352._„_. ALLOWABLE LOADS (KIPS) LOAD DURATION, Do = 1.00 'Wall sheathing braces stud in weak axis bending Project Name: Project #: Initials: Date: Sheet: .dR.d NJN2 UNGRADED HEIGHT OF POST, LE (FT) ALLOWABLE BEAM FIST 8 9 10 12 14 16 18 20 BEARING 2 x 4 stud' 2.5 2.0 1.7 1.2 0.9 --- -- --- 3.3 2x4 no.2' 3A 24 20 14 1.1 -- - - 33 2x6 stud' 6.4 59 5.3 42 3.3 2.6 2.1 1.7 5.2 2,<5 CO. 5.2 4 x 4 no. 2 7.0 5.7 4.7 3.3 2.5 -- ... -- 7.7 4x6 no.2 703. 8.9 7A . 3.B --- -_ '12.0'. 4 x 8 no. 2 14.3 11 7 9.7 6.9 5.1 ... --- --- 15.9 6x6 no.2. 13.0 17.0 .157 13.0 105 3.5 7D 53 13,9: 6x6 no.1 24.8 230 21.0 16.9 13.4 10.7 8.7 T2 18.9 6x8 no.2 24,6 23.1 21.4 -17.8 14A 11.6 - 9.5 -7.9 25.6 6x8 no. 33 9 3� e 92 C 23.0 18.3 14.6 11 9 9.8 25.8 8x8 no.- 516;,;1 50.0.. - A62 I .;93.5 I,, 3B.0.,, ,32.4 - - 27A .23,1. 352 - 'Wall sheathing braces stud in weak axis bending Project Name: Project #: Initials: Date: Sheet: .dR.d NJN2 3- STORY WOOD SHEARWALL LINE- A 3rd Floor Walls Znd Floor Walls Lateral Farce: 6800 pit Lateral Force: 2900 pit 1st Floor Walls Trb. Length: 1 R Tnb. Length: 7 Lateral Force: 2900 pit Less due to geo: 0 Ib Less due to geo: R 0 Ttlb. Length: i ft p: 1,00 pit Less due to geo: 0 pif Total Well Lentilh:95 R P: Total Wall Length: 1.00 95 fl p: 7.00 Short Well Length: 3 It Short Wall Length: 3 Total Wall Length: 95 it WeII Height e R Fir Depth: 1 R Wali Height: it 8 Short W811 Length: 3 R Root DL: 20 Pat 9 it Fir Depth: 1 It Well Height e it Tab. Width: 6 ft Floor DL: 20 Psf Floor DL: psf Wall Weight 15 psf Width: Tnb. Width:Ttlb. 6 ft Width; 6 6 R DL tactor: 0.53 Wall Weight 15 psf Wall Weight 15 psf Forceithlevel, Fs: 6800 Ib DL lac, 0.53 DL tactic 0.53 Force total, Fr 6800 Ib F: F2: 29pp Ib Fr: 2900 ib Sheer level, Vs: 72 pit Wall F*: 9700 Ib Fr: 12600 Ib Total shear, VT: 72 pit A V2. pit Wail V-: pit Wall Total O.T.M: 54400 ft'Ib Vr: Total O.T.M: 100 2 pH 738800 R'Ib A Vr: f]3 3 pit q Short Wall1717.895 ft -lb Short Wall O.T.M: 2450.5263 ft -lb Total O.T.M: 249300 ft -lb all MR: Short Wall Ms: 1080 RIb Short Wall Ms: 2160 Shod Wellall 3183 ft9b UPNI0level. P3: 381 to Strap Ps: R'Ib 625 Shod Wall M MR: R: Rib Total UpliR Pr: 307 Ib NIA Pr: Ib H P-: 869 869 Ib Holdown 433 Ib N/A N/A Pr: 408 Ib NIA LINE; D 3rd Floor Walls 2nd Floor Walls Lateral Force: 6800I( P Lateral Force: 2900 pit 1st Floor Walls Tdb. Length: 1 11 Trib. Length: 7 Lateral Force: 2900 pit Less due to geo: 0 Ib Less due to geo: ft 0 Tdu Length: 1 ry p: 1.00 pit Less due to geo: 0 pit Total Wall Length: 52.5 fl p; Total Wall Length: 1.00 52.5 R P 1.0 Short WeII Length: 28 ft Shote Well Length: 20 Total Wall Length: 52.5 fl Wall Height 6 R Fr Depth: i R Wall Height ft 8 Shod Wail Length: 28 ft Roof DL: 20 pat R Fir Depth: 1 R Wall Height 8 it Tab. VWdth: 10 fl Floor DL: 20 Pat Floor psf Well Weight 15 pst Ttlb. eight 10 fl the hib.Wdih: 6 6 ft OL factor. 0.53 Wall Weight 15 ps( Well Weight 15 ps( Force IN level, Fs: 6800 Ib OL factor.0.53 DL tactic 0.53 Force total, Fr: 6800 to F,:Fr: 2900 Ib F-: 0 Ib Shear level, V2: 130 pit Wall Fr: V2: 9700 Fr: 26 125 Total shear, Vr: 110 pit q VT: 55to Pit Pi Wall V-: pi f pi Wall Total O.T.M: 54400 ft•Ib Tp1a10.7.M: 185 Pit 738800 ft -lb A VT: 24 pl! q 29013.33 Rlb Short Walsall Short Wa00.T.M: 41386.66] ft -lb Total O.T.M: 249300 Rib MR: Short Wall Me: 125440 ft -lb Short WeII MR: 250880 INS Short Wall O.T.M: 53760 ft -lb Uplift ® level, Ps: 0 Ib Strap P2: Short Wall MR: 321440 Total Uplift, Pr: 0 to NIA Pr: -909 It Holdown 577 It It Holdown 0 Ib NIA T: Pr: 0 to NIA LINE: a 3rd Floor Walls 2nd Floor Walls Lateral Farce: 0I( P Lateral Force: 0 pit list Floor Walls Tdb. Length: 0 R Trib. Length: 0 Lateral Farce: 2900 Pit Less due to geo: 0 to Less due to geo: ft 0 pif Tab. Length: 1 fl p: 1.00 leas due to gee: 0 pit Total Wall Length:0 R P: Total Wall Length: too 0 fl p: 7.00 Short Weil Length: 0 R Short Wall Length: 0 it Total Wail Length: 13 fl Wall Height 0 ft Fr Depth: 1 ft Wall Height 0 fl Length:6 Shote Well fl (Strap Heatley) Roof DL: 0 psf Floor DL: Fir Depth: 1 it Height al Tdb. Width: 0 fl Trib. Width: 0 pal 0 Floor DL psf Wall Weight 0 pst WeII Weight R 0 Tdb. Wltlth: a e fl DL 0.60 DL factor. psf 0.60 WeII Weight: 15 psf F.: Force Ith level,el. Fs: D Ib DL Fedor. O.6.BD For Force total, Fr: 0 Ib F2: 0 to F-: 2900 to Shear@level, V.: #DIV/01 pit Wall Fr: V2: #DM01 0 Ib Fr: 2800 Ib gDIV/01 pit TotalTotal A Vr: #DIV/01 pif Wail VT: 223 pit Wall TM: Total O.T.M: 0 I'll, Pit A Vr: pit p Short Well0 Rlb Total D.T.M: Short Well D.T.M: 0 fl'Ib Total O.T.M: 32J 23200 ft -lb all MR: Shod WeII MR: 0 fl•Ib Short WeII MR: 0 Wit ShShdWall Wall .R: 23200 Rib Uplift @level, Ps: gDIV/01 Ib Strap PS: #DIV/01 0 Short Well Ma: 32400 Total Uplift. Pr: #DN/01 Ib NIA It r It Pr: Holtlown Pr: 705 ltrib b Ib H #DIV/01 Ib N/A Pr: 209 Ib N/A N/A Project Name: 11 Project #: nitials: Date: Sheet: ..s.4san2 3- STORY WOOD SHEARWALL 2and5 LINES i and 3rd Floor Walls 2nd Floor 2nd Floor Walls 3rd Floor Walls 2nd Floor Walls Lateral Force: 5730 1st Floor Walls Lateral Force: Lateral Force: 2500 pH Lateral Force: Lateral Force: 2060 pit THIS. Length: Lateral Force: 2060 pit Tdb. Length: 1 ft Tdb. Length: Tnb. Length: 1 It Less due to geo: Tdb. Length: 1 ft Less due to geo: 0 Ib pit Less due to geo: 0 pit pit Less due to geo: 0 pit p: 1.00 IF : 1.00 p: 1.00 IS : 1.00 p: 1.00 Total Wall Length: Total Wall Length: 15.5 ft Total Wall Length: Total Well Length: 15.5 ft Total Wall Length: Total Wall Length: 15.5 It Shod WeII Length: 15.5 It Shod Wall Length: Shod Wall Length: 15.5 If Shod Wall Length Short Wall Length: 15.5 ft WaII Haight 0 ft Fir Depth: 7 ft Wail Height 8 ft Flr Depth: 1 ft Wall Height e in Roof DL: 20 par 20 Floor DL: 20 pat 20 Floor OL: 20 pat Tdb. Width: 2 ft Tdb. Width: THIS. Width: 2 ft Tdb. Width: Tdb. Width: 2 ft Wag Weight 20 psf Wali Weight Wall Weight: 20 pat WeII Weight Wall Welght: 20 psf DL factor. 060 15 psf DL factor. 0.60 060 OL factor 060 0.60 Force A level, F3: 2500 Ib 0.60 Fs: 2060 Ib 5730 Fr: 2060 F2: Force total, Fr: 2500 Ib Fr: FT: 4560 to Force total, FT: 5730 to to Sheer Lr9 level, V3: 181 pit Wall V2: 133 pit Well Fr: 6620 to Total Shear, VT: 161 pft A VT: 294 pit A V2: 133 pit Wali Total O.T.M: 20000 MIb 426 Total O.T.M: 58980 ft9b 192 VT: Total O.T.M: 427 116500 pit B frib Shod Wall 07.M: 20000 fl lb Total O.T.M: Shod Wall O.T.M: 56980 ft'Ib VT: Total O.T.M: Shod Wall O.T.M: 116500 MIb Shod Wali MR: 24025 rib Shod Wall O.T.M: Shod Wall MR: 48050 Mlb Total O.T.M: Shod Wall Ma: 72075 Mlb Uplift @level, PS: 360 to Strap P2: 1424 Ib 11o1dow0 Pt: 2487 144060 Total Uplift, PT: 360 Ib NIA PT: 1645 Ib MSTC40 Ib HoltlownP,: Ib Holdown Mlb Total Uplift PT: Total Uplift, PT: 685 Ib NIA PT: PT: 4726 to HTTS LINES 2and5 3rd Floor Walls 2nd Floor 2nd Floor Walls 1s1 Floor Walls let Floor Walls Lateral Force: Lateral Force: 5730 pit Lateral Force: Lateral Force: 4700 pif Lateral Force: Lateral Force: 4700 pit Tdb. Length: THIS. Length: 1 ft Tdb. Length: Tib. Length: 1 ft Tdb. Length: Tdb. Length: 1 ft Less due to geo: Less due to geo: 0 It, Less due to geo: Less due to geo: 0 pit Less due to geo: Less due to geo: 0 pit p: IS : 1.00 p: IF : 1.00 p: IS : 1.00 Total Wall Length: Total Wall Length: 24.5 ft Total Wall Length: Total Wall Length: 24.5 8 Total Well Length: Total Wall Length: 24.5 ft Shod Wall Langlh: Shod Wall Length: 24.5 ft Shod Wall Length: Shod Wall Length: 24.5 ft Shod Wall Length Shod Wall Longth: 24.5 ft Wall Height: Wall Height: 6 ft Fir Depth: 1 ft Wall Height 8 ft Fir Depth: 1 ft Wall Height 8 ft Roof DL: Roof DL: 20 psf Floor DL: Floor DL: 20 Pal Floor DL: Floor DL: 20 pat THIS. Width: Tdb. Width: 2 fl Tdb. Width: Tdb. Width: 2 a Tdb. Width: Tdb. Width: 2 In Wali Weight Well Weight: 15 psf WeII Weight Wall Weight: 15 par Wall Weight Well Weight 15 psf DL factor. DL factor. 060 DL Sector. DL factor. 0.60 DL factor. OL factor. 0.60 Force ith level. F2: Force lth level. Fs: 5730 it, F2: F2: 4700 Ib Fr: 4700 Force lolal, FT: Force total, FT: 5730 to Fr: FT: 10430 Ib F{ 3950 to IS Shaw @level, V2: Sheer @ level, Vs: 234 pif Wall V2: 192 pit WaII FT: 15130 Ib Total shear, VT: Total shear, VT: 234 pit A VT: 426 pit B VI: 192 plf Wall Total O.T.M: 45840 MIS Total O.T.M: Total O.T.M: 135010 Wlb VT: VT: Total O.T.M: 618 266480 pit IM C Shod Wall aT.M: 45840 Mlb Shod Wall O.T.M: Shad Wall O.T.M: 135010 ft -lb Total O.T.M: Shod Wall D.T.M: 266480 fdIb Shod Wall MR: Shod WeII MR: 48020 MIB Shod Well Ms: Shod Wall Me: 95040 rib Shod Wall O.T.M: Shod WeII MR: 144060 It'll, Uplift @level, Ps: Uplift®level. Ps: 695 to Strap P2: 2230 Ib HoltlownP,: 162240 Mlb Total Uplift PT: Total Uplift, PT: 685 Ib NIA PT: 3169 Ib IASTC52 2675 3]64 Ib Holtlown Ib N/A PT: Pt: 7349 to HDO8 IJNE: 3 AND 4 3rd Floor Walls 2nd Floor Walls 1s1 Floor Walls Lateral Force: 4850 pit Lateral Force: 3850 pit Lateral Force: 3950 pit Tdb. Length: 1 ft Tdb. Length: 1 ft Tdb. Length: 1 A Less due to geo: 0 IS Less due to geo: 0 pH Less due to geo: 0 pit p: 1.00 p: 1.00 p: 1.00 Total Wall Length: 26 It Total Wall Length: 26 In Total Well Length: 26 it Shod Wall Langlh: 26 ft Shod Wall Length: 26 R Shod Wall Length 26 ft Wall Height: a h Fir Depth: 1 fl Wall Height e If FirDepth: 1 ft Wall Height: a It Roof DL: 20 par Floor DL: 20 par Floor DL: 20 pat THIS. Width: 2 ft Tdb. Width: 2 ft Tdb. Width: 2 a Wali Weight 15 psf WeII Weight 15 psf Wall Weight 15 psf DL factor. 0.60 DL Sector. 0.60 DL factor. 0.60 Force ith level. F2: 4850 Ib F2: 3950 to Force lolal, FT: 4850 Ib Fr: 8800 Ib F{ 3950 to Shaw @level, V2: 187 pit WaII V2: 152 pit Wall FT: 12750 Ib Total shear, VT: 187 pit A VT: 338 pit B VS: 152 Pit Wall Total O.T.M: 38800 ft -lb Total O.T.M: 114050 ft'@ VT: 490 pit C Shod Well O.T.M: 38800 Mlb Shod Wall O.T.M: 114050 MIS Total O.T.M: 224850 Mlb Shod Wall MR: 54080 ft'Ib Shod Well Ms: 108160 rih Shod Wall O.T.M: 224850 rib Uplift @level, Ps: 244 Ib Strap P2: 1460 Shod Wall Me: 162240 Mlb Total Uplift PT: 244 Ib N/A PT: 1891 Ib Holtlown Pi: 2675 Ib Holdown Ib N/A PT: 4904 Ib NIA Project Name: Project #: Initials: Date: Sheet: r am. SEISMIC LATERAL ANALYSIS 2006W ..6.n.1 Buildf, C -d. 11ASCE 2-05 E4uIW-0 W..1 Forte Pm dura PROJ ECT NAME: Temple View -22 unit 1E: 1.00 R: 6.5 F,: 1.43 Occupancy Category: II CI: 0.02 Seismic Design Category: D Ss: 0.468 F v 2.15 Site Class: D Sos: 0.4434 (Eq. 11.4-1 $ 11.4-3) SI: 0.162 Sof 0.2324 (Eq. 11.4-2 $11.4-4) k: 1.00 TI,: 6.0 sec. T: 0.175 sec. (12.8-7) Governs=> C.=Sosl(R/1): 0.088 (12.8-2) Max C,= SDI!(R/I)T: 0.205 (12.8-3) (T equal or less than Tr ) Max C,= SD1(TJ/(R/I)T2: - (12.8-4) IT greater than TL ) Min Ce 0.5S1/(Rfl): - (12.8-6) (Siequal or greater than 0.6) Min C.= 0.010 (12.8-5) Seismic Base Shear (V) =C.W: 35.9k (12.8-1) Vertical Distribution of Seismic Forces (calculations per ASCE 7.05 Section 12.8.3) h. W. W. h. F. V. V. (ASD) Level Roof ft kips kip -ft kips kips kips E (ASD) 3rd Floor 18 9 196.0 3,528 19.5 19.5 13.6 0.070 W 2nd Floor 9 165.0 1,485 8.2 27.7 19.4 0.035 W 165.0 1,485 8.2 35.9 25.1 0.035 W Totals: 526 Forces 6,498 35.9 7-05 ._............ h• vvp. EWI EF, Fp. Fp. (ASD) Level it s kips kips kips kips P kips 18 196.0 198 19.5 19.5 13.6 3rd Floor 9 165.0 361 27,7 14.6 10.2 2nd Floor 9 165.0 526 35.9 14.6 10.2 Out -of -Plane Forces and Diaphragm Anchorage (calculations per ASCE 7.05 Section 12.11) Fp=0.41ES,Ww or 0.lWw (Ultimate) (ASD) out -of -plana wall design farces =_> Fp: 0.18 Wp 0.13 Wp Fp=0.81ES,^ Fpn,;n=400Sosls pit or 280 pit anchorage to flexible diaphragm force =_> Fp: 0.35 Wp 0,25 Wp __> Fp(min): 280 pit 200 pit Project Name: Project #:nitials: Date: Sheet: SEISMIC WEIGHT ZONE 22 UNIT LEVEL: ROOF :"TALL WALL TYPE EXTERIOR INTERIOR TOTAL LENGTH (FT) 2413 ) 45 WALL HEIGHT (FT) S B PARAPET (FT) D O WALL (PSF) 2❑ 1 ❑ WEIGHT (K) ) 9.B 5 B ROOF OR FLOOR TOTAL AREA (FT- 2) 533❑ DEAD LOAD (PSF) 2S LIVE / SNOW LOAD (PSF) 35 % SNOW / LIVE LOAD (PSF) 20% WEIGHT (K) 170.6 SEISMIC WEIGHT (K) : 196.2 Project Name: Project #: Initials: Date: Sheet: SEISMIC WEIGHT WEIGHT (K) 39.7 5.8 ROOF OR FLOOR TOTAL AREA (FT �2) 456❑ DEAD LOAD (PSF) 25 LIVE/ SNOW LOAD (PSF) D % SNOW / LIVE LOAD (PSF) D% WEIGHT (K) 1 14 D SEISMIC WEIGHT (K) : 159.5 Project Name: Project #: Initials: Date: Sheet: ZONE : 22 UNIT LEVEL :AND 2ND FLOORS WALL WALL TYPE EXTERIOR INTERIOR TOTAL LENGTH (FT) 248 145 WALL HEIGHT (FT) 8 PARAPET (FT) D 8 WALL (PSF) 40 D 10 WEIGHT (K) 39.7 5.8 ROOF OR FLOOR TOTAL AREA (FT �2) 456❑ DEAD LOAD (PSF) 25 LIVE/ SNOW LOAD (PSF) D % SNOW / LIVE LOAD (PSF) D% WEIGHT (K) 1 14 D SEISMIC WEIGHT (K) : 159.5 Project Name: Project #: Initials: Date: Sheet: 3• STORY WOOD SHEARWALL 2nd Floor Walls let Floor Walls Lateral Force: LINE, 1 ands Lateral Force: 5300 pif Lateral Force: 5290 pit Tdb. Length: 3rd Floor Walls2nd Tdb. Length: Floor Walls ft 1st Floor Walls 1 it Lateral Force: 2500 Pit to Lateral Force: 2060 pit pif Lateral Force: 2060 pif pif Tdb. Length: 1 it Tdb. Length: 1 P Tdb. Length: 1 ft Less due to geo: 0 ib R Less due to geo: 0 pit 11 Less due to geo: 0 pH 11 p: 1.00 26 If P: 1.00 26 11 p: 1.00 26 11 Total Well Length: 15.5 If It Total Wal[ Length: 15.5 It 11 Total Wall Length: 15.5 ft ft Short Wail Length: 15.5 11 psf Shod Wall Length: 15.5 11 psf Shod Wall Length: 15.5 9 psf Wall Height: e it Flr Depth: 1 ft Wall Height a It Fir Depth: 1 If Well Height 8 11 it Roof DL: 20 poll psf Floor Of. 20 psf par Floor DL: 20 poll psf Tdb. Width 2 If Tdb. Width: 2 ft Trib. Width: 2 ft Wall Weight 20 psf to Wall Weight 20 psf to Wall Weight 20 pet Ib DL factor 060 6440 to OL factor. 0.60 11740 Ib DL factor. 0.60 17030 Ib Form ith level, F,: 2500 Ib pit Fs: 21160 Ib If Fr: 2060 It pit Force total, FT: 2500 to pit Ft: 4560 to pit Fr: 6620 Ib pit Shear®level, Va: 161 p0 Wall Vs: 133 pill Wall V,: 133 p8 Wall Total shear, VT: 161 pM A VT: 294 pit A VT: 427 p8 B Total O.T.M: 20000 flit ft -lb Total O.T.M: 58880 ft9b ft -lb Total O.T.M: 116500 ft9b ft9b Short Wall O.T.M: 20000 111b to Short Wall O.T.M: 58980 Win to Shod WeII O.T.M: 116500 flit, Ib Shod Wall MR: 24025 ft9b to Shod Wall MR: 48050 ft'Ib It Short Well Me: 72075 flab Ib Uplift Clevel, Ps: 360 to Strap Ps: 1424 to Holdown pr: 2487 to Heide. Total Uplift, PT: 360 to NIA PT: 1945 to MSTC40 PT: 4726 to HITS LIN E1 2 and 4 3rd Floor Walls 2nd Floor Walls 1st Floor Walls Lateral Force: 5900 pit Lateral Force: 4860 pit Lateral Force: 4860 pit Tdb. Length: 1 ft Tdb. Length: 1 It Tdb. Length: 1 11 Less due to geo: 0 to Less due to geo: 0 pit Less due to geo: 0 pill P: 1.D0 p: 1.00 p: 1.00 Total Wall Length: 24.5 it Total Well Length: 24.5 It Total Wall Length: 24.5 It Short Wall Length: 24.5 ft Shod Wall Lenglh: 24.5 If Shod Wall Length: 24.5 If Wall Height e It Fir Depth: 1 It Wall Height: 8 11 Fir Depth: 1 ft Wall Haight e It Roof DL: 20 psi Floor DL: 20 psf Floor DL: 20 pat Tdb. Width: 2 If Tdb. Witlth: 2 If Tdb. Width: 2 It Wall Weight 15 pat Wall Weight 15 psf Well Weight 15 pat DL factor. 0.60 DL factor. 0.60 DL factor. 0.60 Force is, love[. F3: 5900 Ib Fs: 4660 to F,: 4860 [b Force total, FT: 5900 to FT: 10760 to FT: 15620 to Shear®level. V3: 241 pit Wall Vs: 198 pif Wall V,: 198 pill Wall Total shear, VT: 241 pit A VT: 439 pill B VT: 630 pit C Total O.T.M: 47200 ft -lb Total O.T.M: 139180 flit, Total O.T.M: 274900 It'Ib Shod Wali D.T.M: 47200 ft'Ib Short Wall O.T.M: 139160 Wlb Shod Wa0O.T.M: 274900 ni Shod Wall MR: 48020 1196 Shod Wall MR: 96040 11.11, Shod Well MR: 144060 fl -lb Uplift @level, P,: 751 Ib Strep Ps: 2337 Ib Holdown Pt: 3924 Ib Holdown Total Uplift, PT: 751 Ib N/A PT: 3329 Ib MSTC52 PT: 7692 It, HDO8 3rd Floor Walls 2nd Floor Walls let Floor Walls Lateral Force: 6440 pit Lateral Force: 5300 pif Lateral Force: 5290 pit Tdb. Length: 1 It Tdb. Length: 1 ft Tdb. Length: 1 it Less due to geo: 0 to Lass due to geo: 0 pif Lass due to geo: 0 pif P: 1.00 p: 1.00 p: 1.00 Total Wall Length: 26 R Total Wall Length: 26 11 Total Wall Length: 26 11 Shod Wall Length: 26 If Short Wall Length: 26 11 Shod Wall Length: 26 11 Wall Height 8 It Fir Depth: 1 ft Wall Height e 11 Fir Depth: 1 P Well Height: 8 ft Roof DL: 20 psf Floor DL 20 psf Floor OL: 20 psf Tdb. Width: 2 a Tdb. Width: 2 11 Tdb. Width: 2 it Wall Weight 15 psf WeII Weight 15 par Wall Weight 15 psf DL factor 0.60 DL factor 0.60 DL factor. 0.60 Force Rh level, F,: 6440 to F2: 5300 to F,: 5290 Ib Force total, FT: 6440 to FT: 11740 Ib FT: 17030 Ib Shear@ level, V2: 248 pit Wall V,: 204 If Well V1: 203 pit Wall Total shear, VT: 248 pit A VT: 452 pit B VT: 655 pit C Total O.T.M: 51520 fllb Total O.T.M: 151860 ft -lb Total O.T.M: 299660 ft -lb Shod Wall O.T.M: 51520 fl9b Shod Well O.T.M: 151880 ft'Ib Shod WaII O.T.M: 299860 ft -lb Shod Wall MR: 54060 ft -lb Shod Wall MR: 108160 ft -lb Short Wall MR: 162240 ft9b Uplift @level, P3: 734 to Shap P2: 2364 to Holdown P,: 3992 Ib Holdown Total Uplift, PT: 734 to NIA PT: 3346 It MSTC52 PT: 7789 Ib NIA Project Name: 11 Project #: Initials: Date: Sheet: ..d.2 U111 3- STORY WOOD SHEARWALL 2nd Floor Walls NEI A it Force: 2750 pit 1st Floor Walls 3rd Floor Walls Tnb. Length: 2nd Floor Walls H Tnb. Length: 1 Lateral For.: 6000If P pit lateral Force: 2 pit Ib 1st Floor Wells Less due to Tnb. Length: 1 H Tnb. Length: Tnb.1 Length: 1 : Lateral Force: 3750 DH Less due to gee: 0 IbTnb. Less due to geo: 0 ft Length: 1 H p: 1.00 52.5 ftp : pit Less due to geo: 0 pit Total Wall Length: ft 28 p; Total Wall Length: 1.00 82 ft 52.5 p. 1.00 Wall Height: Short Wall Length: 3 3 ft a Wall Height: Short WeII Length: 3 Shod Wal Length: Total Wall Length: 82 ft Wall Haight: e ft Fir Depth: 1 ft Wall Height B ft Fir Depth: 1 Short WeII Length: 3 ft Roof DL: 20 psf ftFloor Floor DL: ft Fir Depth: 1 ft Wail Height: 8 ft Tnb. Width: 8 It f5 Floor DL: 20 psf 10 Floor DL 20 psf Wall Weight R psf DL factor. Tnb. Width: 6 ft Wall Weight: Trib. Width: 6 H OL factor. 0.5S 3 psf Wall Weight: 15 D sf Wall Weight: 15 psf Force i total, Fa: DL factor. It DL factor, r: 0.53 6000 Ib DL facto r: 0.53 2750 Force Force total, Fr: 6000 6000 It 50 Ib 2750 Ib 7f4 Fr: 3750 Ib Shear@level, V3: 73 pit Wali VT: 8750 Ib Total shear, VT: FT: 12500 Ib Total shear, VT: 73 pit A 2 1 Flf Wall V':46 48000 pit Wall Total O.T.M: 4600 H'@ pit ft -lb Total O.T.M: 124000 fl Ib A VT' Shod Wall O.T.M: pit q Short Wall D.T.M: 7756.099 78 Wit,Wit,Total Short Wall O.T.M: Short Wall O.all 252160 8 ft-lbR-11) O.T.M: O.T.M: 232727 50 ft -lb Shoff Wall Ma: 1080 H•Ib Short Wall Ma: Me: 2180 H'Ib Shoji Wall 3659 H'Ib UPlift ® level, Ps: 394 Ib Strap Strap D allO.T.M: Shan Wall Me: 3240 ft'Ib Total UPIIA PT: 364 Ib N/A Pr: PT: 662 Ib Holdom P,: 1028 Ib Holdown 582 lb Ib H.1down 470 It NIA PT: 644 It N/A 3rd Floor Wells 2nd Floor Walls Lateral Force: 6000p 6000If it Force: 2750 pit 1st Floor Walls Tnb. Length: 1 H Tnb. Length: 1 Lateral Force: 3750 pit Less due to geo: 0 Ib Less due to 0 ft Tnb. Length: 7 It : i 00 - geo: pit Less due to geo: 0 pit Total WeII LengN:52.5 H Total Wall Length: 52.5 ftp : 1.00 Shod Well Length: 28 ft Short Wall Length: 28 Total Wall Length: 52.5 H Wall Height: 8 ft F6 Depth: 1 a Wall Height: 8 ft Shod Wal Length: 28 it Roof DL: 20 psf ft Fir Depth: 1 H Wall Height: a ft Tnb. Width: 10 ftFloor Floor DL: 20 psf DL: 10 pat Wall Weight: f5 psf Tnb. Width: 10 ft Tnb. Width: 6 R DL factor. 0.53 Wall Weight: 15 psf Wall Weight: 15 psf Force Fs: 6000 Ib DL factor: 0.53 DL factor. 0.53 mlevel, Force total, Fr: 6000 Ib F2: 2750 Ib F,: 50 Ib Shear level, Vs: 7f4 pit Wall Fr: VT: 8750 Fr: 122 Ib Total shear, VT: 114 pit q 52 plf pl Wall VI: 1 pit Wall Total O.T.M: 48000 H9b VT: Total O.T.M: 167 124000 pit ft -lb A VT: 233 8 pit q Shod Wall O.T.M: 25800 ft'IbTotal Short Wall O.T.M: 37333.333 H•Ib O.T.M: 232750 Wit, Shod Wall Mn: 125440 Wit, Wall Ma: 25DBB0 fPib Shod Short Wall O.T.M: 53333.3333 ft -lb Uplift ®level, Ps: 0 Ib Strap D Shari Well Ma: 321440 Total UpliH Pr: 0 Ib N/A Px: Pr: d054 Ib Hol: 582 lb Ib H.1down p Ib N/AIA PT: p Ib NIA Project Name: 1 project #: Initials: Date: Sheet: 777 .cn sc*a e 1- BTORV WORD SHEARWALL LINE: 6 LINE: C Lateral Force: 2150 plf Lateral Force: 2500 pit Trib. Length: 1 ft Trib. Length: 1 it Less due to geometry: 0 Ib Less due to geometry: 0 Ib p: 1.00 p: 1.00 Total Wail Length: 14 ft Total Wall Length: 8 ft Short Wall Length: 14 ft Short Wall Length: 4 ft Wall Height: 8 ft Wall Height: 8 it Roof DL: 20 psf Roof DL: 20 psf Trib. Width: 2 ft TO. Width: 6 it Wall Weight: 20 psf Wall Weight: 20 psf DL factor: 0.60 01 factor. 0.60 Force 2150 Ib Wall Force: 2500 Ib Wall Shear, V: 154 plf A Shear, V: 313 plf A Total O.T.M: 17200 ft'Ib Total O.T.M: 20000 ft'Ib Short Wall O.T.M: 17200 ft'Ib Short Wall O.T.M: 10000 ft'Ib Short Wall Ma: 19600 ft'Ib Strap Short Wall Ma: 2240 ft'lb Strap Uplift: 389 Ib _ NIA Uplift: 2164 Ib STHD10 LINE: yx10( LINEr Lateral Force: 0 plf Lateral Force: 0 plf Tdb. Length: 0 ft Trib. Length: 0 ft Less due to geometry: 0 Ib Less due to geometry: 0 Ib p: 1.00 p: 1.00 Total Wall Length: 0 ft Total Wall Length: 0 ft Short Wall Length: 0 ft Short Wall Length: 0 It Wall Height: 0 ft Wall Height: 0 ft Roof DL: 0 psf Roof DL: 0 psf Trib. Width: 0 ft Trib. Width: 0 ft Wall Weight: 0 psf Wall Weight: 0 psf DL factor: 0.60 DL factor: 0.60 Force: 0 Ib Wall Force: 0 Ib Wall Shear, V: #DIV/01 plf A Shear, V: #DIV/01 plf A Total O.T.M: 0 ft'Ib Total O.T.M: 0 ft96 Short Wall O.T.M: 0 ft'Ib Short Wall O.T.M: 0 ft"Ib Short Wall Ma: 0 ft'Ib Strap - Short Wall Ma: 0 ft'Ib Strap Uplift: #DIV/01 Ib NIA Uplift: #DIV/01 Ib NIA Project Name: Project #: Initials: Date: Sheet: SEISMIC LATERAL ANALYSIS Totals: 482 5,868 32,9 2006Infemaiional Building CodepecASCE LOS Diaphragm Design Forces (calculations per ASCE 7.05 Section 12.10.1.1) h, wo. Ewl EFI Fa. it 170 0 Po kips kips kips 9 17.1 17.1 56.0 326 25.0 9 158.0 482 13.8 32.9 13.8 F„ (ASD) 12.0 9,7 9.7 Equlvalenl Lafeal Fo¢e procedure PROJECT NAME: Temple View -18 unit IE: Occupancy Category: 1.00 II R: 6.5 F.: 1.43 Seismic Design Category: D CI: F.,: 2.15 Site Class: DSDs: Ss: 0.46.46 6 81: 0,162 0.4434 (Eq. 11.4-1 & 11.4-3) k: 1.00 TL: 6.0 Sm: 0.2324E ( q 11.4-2 & 11.4-4) sec. T: 0.175 sec. (12.8.7) Governs => C,= So,/(R/p: 0.068 (12.8-2) Max C:= So,/(R/I)T: 0.205 (12.6-3) (T equal or less than TL ) 2 Max Ca SD,(FL)/(R/I)T : - (12.8-4) (T greater than TL ) Min C,= 0.5S1/(R/1): - (12.8-6) (S,equal or greater then 0.6) Min Ce 0.010 (12.8-5) Seismic Base Shear (V) =C,W: 32.9 k (12.8-1) Vertical Distribution of Seismic Forces (calculations per ASCE 7.05 Section 12.8.3) Level h, ft W. -V h;x kips F• Roof 18 kip -ft 170.0 3,060 kips kips kips E(ASD) 3rd Floor 9 158,0 1,404 179 17.1 12.0 0.071 W 2nd Floor 9 156.0 1,404 7.9 25.0 17.5 0.035 W 7.9 32.9 23.0 0.035 W Fp=0.41ESDSIrVw Or 0.1 W,,. Fp=0.81ESO^ Fp,,,n=4o0SDsIE pit or 280 pit and Diaphragm Anchorage (calculations per ASCE 7-05 Section 12.11) (Ultimate) out-o%plane Wall design forces ==>F,: 0.18 Wp Totals: 482 5,868 32,9 Levelft Roof 3rd Floor 2nd Floor Diaphragm Design Forces (calculations per ASCE 7.05 Section 12.10.1.1) h, wo. Ewl EFI Fa. it 170 0 Po kips kips kips 9 17.1 17.1 56.0 326 25.0 9 158.0 482 13.8 32.9 13.8 F„ (ASD) 12.0 9,7 9.7 Fp=0.41ESDSIrVw Or 0.1 W,,. Fp=0.81ESO^ Fp,,,n=4o0SDsIE pit or 280 pit and Diaphragm Anchorage (calculations per ASCE 7-05 Section 12.11) (Ultimate) out-o%plane Wall design forces ==>F,: 0.18 Wp (ASD) 0.13 Wp anchorage to Ilexible diaphragm force =_> F,: 0.35 Wp 0.25 Wp __> F,(min): 280 plf 200 pit Project Name: Project #: nitials: Date: Sheet: 5E15MIC WEIGHT ROOF OR FLOOR TOTAL AREA (FT�2) 450❑ DEAD LOAD (PSF) 2S LIVE / SNOW LOAD (PSF) 3S % SNOW / LIVE LOAD (PSF) 209/ WEIGHT (K) 1 44.0 SEISMIC WEIGHT (K) : 1613.9 Project Name: Project #: Initials: Date: Sheet: ZONE : ) S UNIT LEVEL : ROOF WALL WALL TYPE EXTERIOR INTERIOR TOTAL LENGTH (FT) WALL HEIGHT (FT) 2S6 35 PARAPET (FT) 6 B WALL (PSF) ❑ ❑ 20 10 WEIGHT (K) 20.5 5.4 ROOF OR FLOOR TOTAL AREA (FT�2) 450❑ DEAD LOAD (PSF) 2S LIVE / SNOW LOAD (PSF) 3S % SNOW / LIVE LOAD (PSF) 209/ WEIGHT (K) 1 44.0 SEISMIC WEIGHT (K) : 1613.9 Project Name: Project #: Initials: Date: Sheet: SEISMIC WEIGHT ROOF OR FLOOR TOTAL .AREA (FTS 2) 417S DEAD LOAD (P5F) 25 LIVE / SNOW LOAD (P5F) ❑ SNOW/ LIVE LOAD (P9F) D% WEIGHT (K) 104.4 SEISMIC WEIGHT (K) ; 149.9 ZONE: )_ g� UNIT LEVEL : ST&=5 WALL WALL TYPE TOTAL LENGTH (FT) EXTERIOR INTERIOR WALL HEIGHT (FT) 246 45 PARAPET (FT) 8 6 WALL (P5F) ❑ ❑ 40 1 E WEIGHT (K) 39.7 5.9 ROOF OR FLOOR TOTAL .AREA (FTS 2) 417S DEAD LOAD (P5F) 25 LIVE / SNOW LOAD (P5F) ❑ SNOW/ LIVE LOAD (P9F) D% WEIGHT (K) 104.4 SEISMIC WEIGHT (K) ; 149.9 G SEISMIC LATERAL ANALYSIS Mea Infemafipne/ auildnp Cotle perASCE ]-05 EquAmlenf Laferel Fo2e P�acedum PROJECT NAME, Temple VleW_12unit la: 1.00 R: 6.5 Fe: 1.43 Occupancy Category: II q: 0.02 F': 2.15 Seismic Design Category: D Ss: 0.466 Site Class: D SI: 0.162 Sos: 0.4434 (Eq. 11.4-1811.4-3) k: Sof 0.2324 (Eq. 11.4-2 811.4-4) 1.00 TL: 6.0 sec, T: 0.175 sec. (12.8-7) Governs=> Cs Sos/(R/1): 0.068 (12.8-2) Max C,= Sci/(R/I)T: 0,205 (12.8-3) (T equal or less than TL ) Max C,= SodTL)/(R/1)T': - (12.8-4) (T greater than TL ) Min C,= 0.551/(R/I): - (12.8-6) (Slequal or greater than 0.6) Min Ce 0.010 (12.8-5) Seismic Base Shear (V) =C,W: 23.4k (12.8-1) Vertical Distribution of Seismic Forces (calculations per ASCE 7-05 Section 12.8.3) Level hz ft Wa w, hxk F, V. V, (ASD) Roof 18 kips kiP•ft 123.0 kips kips kips E (ASD) 3rd Floor 9 2,214 110.0 990 12.4 12.4 8.8 0.070 W 2nd Floor 9 110.0 990 5.5 5.5 17.9 12.5 0.035 W 23.4 16.4 0.035 W Totals: 343 4,194 23.4 Diaphragm Design Forces (calculations per ASCE 7-05 Section 12.10.1,1) h" Wpz Level s EFS Fpr Fp, (ASD) ff ki Roof Pskips kips kips kips 18 123.0 123 12.4 12.4 8.8 3rd Floor 9 110.0 233 17.9 9.8 2nd Floor g 6.8 110.0 343 23.4 9.8 8.8 Fp=0.41aSosWw or 0.1 Ww Fp=0.81e8osWw Fpm,a=400Sosla pif of 280 plf Forces and Diaphragm Anchorage (calculations per ASCE (Ultimate) (ASD) out -of -plane Wall design forces ==> Fp: 0.18 Wp 0,13V P anchorage to flexible diaphragm force ==> Fp: 0.35 Wp 0.25 Wp __> Fp(min): 280 plf 200 pif Project Name: Project #: nitials: Date: Sheet: SEISMIC WEIGHT ZONE:. Z UNIT LEVEL : ROOF WALL 3300 DEAD LOAD (PGF) WALL TYPE EXTERIOR INTERIOR TOTAL LENGTH (FT) 184 64 WALL HEIGHT (FT) S 8 PARAPET (FT) 0 0 WALL (PSF) 20 1 ❑ WEIGHT (K) ROOF OR FLOOR 14.7 3.4 TOTAL AREA CPT ^2) 3300 DEAD LOAD (PGF) 85 LIVE / SNOW LOAD (PSF) 35 SNOW / LIVE LOAD (PSF) 20/ WEIGHT (K) 105.6 SEISMIC WEIGHT 00 : 123.7 Project Name: Project #: Initials: Date: Sheet: Cvt SEISMIC WEIGHT WEIGHT (K) 29.4 3.4 ROOF OR FLOOR TOTAL AREA (FT�2) 305❑ DEAD LOAD (PSF) 2S LIVE / SNOW LOAD (PSF) ❑ SNOW/ LIVE LOAD (PSF) ❑% WEIGHT (K) 76.3 SEISMIC WEIGHT (K) : 109.1 Project Name: Project #: Initials: Date: Sheet: ZONE : 1 2 UNIT LEVEL : ST&2ND FLRS WALL WALL TYPE EXTERIOR INTERIOR TOTAL LENGTH (FT) 1S4 S4 WALL HEIGHT (FT) 0 0 PARAPET (FT) 0 0 WALL (PSF) 40 10 WEIGHT (K) 29.4 3.4 ROOF OR FLOOR TOTAL AREA (FT�2) 305❑ DEAD LOAD (PSF) 2S LIVE / SNOW LOAD (PSF) ❑ SNOW/ LIVE LOAD (PSF) ❑% WEIGHT (K) 76.3 SEISMIC WEIGHT (K) : 109.1 Project Name: Project #: Initials: Date: Sheet: 3• STORY WOOD SIHEARWALL LINE, I ends 3rd Floor Walls 2nd Floor Walls led Floor Walls Lateral Force: 2500 pit Lateral Force: 2060 pit Lateral Force: 2060 pit Tab. Length: 1 it Tnb. Length: 1 ft Tab. Length: 1 R Less due to geo: 0 to Lass due to geo: 0 pit Less due to geo: 0 pit p: 1.00 p: 1.00 p: 1.00 Total Wall Length: 15.5 R Total Wall Length: 15.5 ft Total Wall Length: 15.5 ft Shod Wall Length: 15.5 R Short Wall Length: 15.5 a Short Wall Length: 15.5 it Wall Height e It Fir Depth: 1 ft Wall Height: 8 ft Fir Depth: 1 ft Wall Height: 8 It Roof DL 20 psi Floor DL: 20 psi Floor DL: 20 psi Tdb. Width: 2 It Tab. Width: 2 it Tdb. Width: 2 it Wall Weight 20 psf Well Weight: 20 psi Wan Weight: 20 psi DL factor. 0.60 DL factor. 0.60 DL factor. 0.60 Force ilh level, Fa: 2500 to Fr: 2060 Ib F,: 2060 - Ib Force total, Fr: 25W Ib Fr: 4560 Ib FT: 6620 Ib Shear ®level, Va: 161 pit Wall V2: 133 pit Wall V,; 133 pit Walt Total shear, VT: 161 plf A VT: 294 pit A VT: 427 pit B Total O.T.M: 20000 ft'lb Total O.T.M: 58980 ft -lb Total O.T.M: 116500 fl -lb Shod Wall O.T.M: 20000 Wit, Shod Watl O.T.M: 55980 ft -lb Shod Walt O.T.M: 116500 ft -fib Shod Wall Ms: 24025 fPlb Shod Wall Ma: 48050 firlb Shod Well MR: 72075 it -lb Uplift @level, Pa: 360 ib Strap P2; 1424 Ib Holdown P,: 2487 to Holdown Total Uplift, Pr: 360 Ib NIA PT: 1945 Ib MSTC40 Pr: 4726 to HTTS LINE. 2 and 3 3rd Floor Walls 2nd Floor Walls 1st Floor Walls Lateral Force: 4120 pit Lateral Farre: 3380 pit Lateral Force: 3400 pit Tdb, Length: i It Tab. Length: 1 ft Trib. Length: 1 it Less due to geo: 0 Ib Less due to geo: 0 pit Less due to geo: 0 pit p: 1.00 p: 1.00 p: 1.00 Total Wall Length: 24.5 R Total Wall Length: 24.5 It Total Well Length: 24.5 R Shod Wan Length: 24.5 R Shod Wall Length: 24.5 ft Shod WeII Length: 24.5 it Wall Height 8 it Fir Depth: i It Wall Height: 8 R Fir Depth: 1 It Wall Height a It Roof DL: 20 psf Floor DL: 20 psi Floor DL 20 psi Tdb. Width: 2 a Tab. Width: 2 R Tab. Width: 2 4 Wall Weight 15 psi Wall Weight: 15 psi Well Weight: 15 psi DL factor. 0.6a DL factor. 0.60 DL factor 0.60 Force iih level. Fa: 4120 Ib F2: 3380 to F,: 3400 Ib Force total, FT: 4120 Ib Fr: 7500 Ib Fr: 10900 Ib Shear@ level, Va: 168 pit Weil V2: 138 Pit WaII V,: 139 pit WaII Total shear, VT: 168 pit A VT: 306 pit B VT: 445 pit C Total O.T.M: 32960 A -lb Total O.T.M: 97080 R'Ib Total O.T.M: 191780 Wit, Shod Wall O.T.M: 32960 With Shod Wall O.T.M: 97080 ft'Ib Shod Wall O.T.M: 191780 With Shod Wall MR: 48020 ft -lb Short Wall MR: 96040 ft -lb Shod Wall MR: 144060 ft -lb Uplift @level. Pa: 169 Ib Strap P2: 1273 Ib Holdown P,: 2383 Ib Holdown Total Uplift, P7: 169 Ib NIA PT: 1610 Ib MSTC40 PT: 4300 Ib HTTS Project Name: 11 Project #: Initials: Date: Sheet: .&,dAcv02 I iz w)l-� (i 3- STORY WOOD SHEARWALL B LINar A 3rd Floor Wells 2nd Floor Walls 1st Floor Walls 3rd Floor Walls Lateral Force: 2nd Floor Wells pif let Floor Walls 2750 pit Lateral Farce: 4300 plf pif Lateral Force: 2000 pif R Lateral Farce: 2000 Ph H Trill. Length: 1 it ft Trib. Length: 1 It Ib Tdb. Length. 1 it pif Less due to goo: 0 Ib pif Less due to goo: 0 pif Less due to geo: 0 pif IF : 1.00 1.00 IF : 1.00 37 If p : 1.00 37 ft Total Wall Length: 88.5 fl It Total Wall Length: 66.5 11 ft Total Wall Length: 68.5 fl If Short Wall Length: 3 ft ft Short Well Len9ft. 3 0 ft Short Well Length: 3 it a Wall Height 8 ft Fir Depth: 1 ft Wall Height: 8 ft Fir Depth: 1 ft Welt Height: 8 ft pat Roof DL: 20 psf psf Floor DL: 20 pat R Floor DL: 20 psf ft Trib. Width: 8 ft ft Trlb. Width: 6 It psf Trib. Width: 6 ft psf Wall Weight: 15 psf pat Wall Weight 15 psi Wall Weight: 15 psf DL factor. 0.53 0.53 DL factor. 0.53 6000 Ib DL factor. 0.53 2750 to Force ith level, Fa: 4300 Ib Ib Fa: 2000 Ib Ib F,: 2000 It Ib Force total, FT: 4300 to Ib FT: 6300 Ib pif FT: 8300 Ib pif shear @level. Vs: 65 pif Wall Va: 30 plf Wall V,: 30 pit Wall Total shear, VT: 65 pif A VT: 95 pit A VT: 125 pif A Total O.T.M: 34400 frib (rib Total O.T.M: 89100 Will Total O.T.M: 161800 ft -lb Short Wall O.T.M: Short Wall O.T.M: 1551.8797 ft9b Shod Wall MR: Short Wali O.T.M: 2273.6842 RIb Short Wall O.T.M: 2995 Wilt Shod Well Me: 1080 Rib Shod Well Ma: 2160 flit, Strep Shod Wall MR: 3240 Will Holtlown Uplift@level, Pa: 325 ib Strap Pa: 566 to Holtlown P,: 807 Ib Holtlown Total Uplift, PT: 325 Ib NIA PT: 374 Ib NIA PT: 423 Ib NIA LINE: B 3rd Floor Wells 2nd Floor Walls 1st Floor Walls Lateral Force: 6000 pif Lateral Force: 2750 pit Lateral Force: 3750 pif Trib. Length: 1 R Trib. Length: i H Trib. Length: 1 ft Less due to geo: 0 Ib Less due to goo: 0 pif Less due to goo: 0 pif p: 1.00 p: 1.00 p: 1.00 Total Wall Length: 37 If Total Wall Length: 37 ft Total Wall Length: 37 It Short Wall Length: 28 ft Shod Wall Length: 28 If Shod Wall Length: 28 ft Well Height: 8 ft Fir Depth: 1 ft Wall Height: 8 a Fir Depth: 1 ft Wall Height: 8 ft Roof DL: 20 psf Floor DL: 20 pat Floor OL 10 psf Trib. Width: 10 R Trib. Witllh: 10 ft Trib. Width: 6 ft Well Weight: 15 psf Wall Weight: 15 psf Wall Weight 15 pat DI -factor. 0.53 DL factor. 0.53 DL factor. 0.53 Force ith level, Fa: 6000 Ib Fa: 2750 to F,: 3750 Ib Force total, FT: 6000 Ib FT: 8750 Ib FT: 12500 Ib Shear@level, Va: 162 pif Wall Vs: 74 pif Wall V,: 101 pif WaII Total shear, VT: 162 plf A VT: 236 pit A VT: 330 pit B Total O.T.M: 48000 frlb Total O.T.M: 124000 frib Total O.T.M: 232750 (rib Shod Wall O.T.M: 36324.324 fPlb Shod Wall O.T.M: 52972.973 Who Short Wall O.T.M: 75675.6757 frib Shod Wall MR: 125440 ft -lb Shod Wall MR: 250880 ft -lb Short Well MR: 321440 ft -lb Uplift @ level, Py 0 Ib Strep Pa: 495 It Holtlown P,: 1360 Ib Holtlown Total UPlift, PT: 0 Ib NIA PT: 0 Ib NIA PT: 0 Ib NIA Project Name: 11 Project #: Initials: Date: Sheet: eRod&Ya] WIND DISTR18UTION LOCATIONI End zone - transverse Wind Speed: 90 Roof Press (psf): 10.0 Ridge Ht: 36 Exposure: C Well Press (psf): 17.3 Eave Ht: 25.5 Roof typs (Ratisloped): sloped 8.5 ft LATERAL LDAD91 8.5 ft Story heights: Ht. of Force Story force Cumlative force (plf) Roof 8.5 ft @ 25.5 ft 179 pit 179 pit 2nd floor 8.5 ft @ 17.0 ft 147 pit 326 plf 1 st floor 8.5 ft @ 8.5 ft 147 pit 473 pit LOCATION: End zone - longitudinal Wind Speed: 90 Roof Press (psf): 10.0 Ridge Hl: 36 Exposure: C Wall Press (psi): 15.0 Eave Hl.: 25.5 Roof type (flat/sloped): sloped LATERAL LDADSI Story force Story heights: Roof 8.5 ft 2nd floor 8.5 ft l at floor 8.5 ft Ht. of Force Story force @ 25.5 It 169 plf 169 pit @ 17.0 ft 128 pit 296 pit @ 8.5 ft 128 pit 424 pit Project Name: Project #: Initials: Date: Sheet: Mgt ,F 13A3 Address JOB TITLE Temple View s City, State Phone JOB NO. CALM II dTCfl AV offleF CHECKED BY www.struware.corn Code Search I. Code: International Building Code 2006 II. Occupancy: Occupancy Group = R Residential III. Type of Construction: Fire Rating: Roof= 0.0 hr Floor= 0.0 hr IV. Live Loads: Roof angle (0) 5.00 / 12 22.6 deg Roof 0 to 200 sf: 19 psf 200 to 600 sft 218 - 0.019Area, but not less than 12 psf over 600 sf: 12 psf Floor 50 psf Stairs & Exitways 100 psf Balcony / Deck 50 psf Mechanical N/A Partitions 15 psf V. Wind Loads : ASCE 7 - 05 Importance Factor 1.00 Basic Wind speed 90 mph Directionality (Kd) 0.85 Mean Roof Ht (h) 31.0 ft Parapet ht above grd 0.0 ft Exposure Category C Enclosure Classi£ Enclosed Building Internal pressure +/.0,18 Building length (L) 145.0 it I Least width (B) 35.0 ft { V(Z) Kh easel 0.989 Kh case 0.989 Speedup V{z} Topographic Factor (Kz0 x(upwind] x(downwind) Topography Flat HJ2 Hill Height (H) 0.0 ft H< 15ft;exp C Lh HJ2 H Half Hill Length (Lh) 0.0 ft .. Kzt=1.0 ^. . . Actual H/Lh = 0.00 Use H/Lh = 0.00 ESCARPMENT Modified Lh = 0.0 ft From top of crest: x= 0.0 ft V(Z ) Bldgu /down wind? P downwind Z Speed-up H/Lh= 0.00 K, = 0.000 V(Z) X(upwind) x(downwind) x/Lh = 0.00 K2 = 0.000 H/2 z/Lh = 0.00 K3 = 1.000 Lh H/2 H At Mean Roof Ht: ---- Kzt=(I+K,KzK3)A2= 1.000 2D RIDGE or 3D AXISYMMETRICAL HILL 11 Project #: I Initials: Date: Sheet: Address JOB TITLE Temple View t• City, State JOB NO. Phone SHEI CALM 11 ATM RV tel CHECKED BY V. Wind Loads - MWFRS h<60' Low-rise Buildings) Enclosed/partialiV enclosed only s-' P1F-Px IcM-U rakmUE Transverse Direction Kz=Kh= Base pressure (qh) = GCpi = `4 Torsional loads are 25% of zones I -4. 6 See code for loading diagram 19=DnM iron .� PPS:ALLEL Ia�E t��FisID i>II'aC PION rQGR 1^ Longitudinal Direction 0.99 (case 1) Edge Strip (a) 3.5 ft 17.4 psf End Zone (2a) 7.0 ft +/-0.18 Zone 2 length = 17.5 ft = 22.6 deg 2 -0.45 -0.27 -0.63 -0.69 -0.51 -0.87 3 -0.47 -0.29 -0.65 -0.37 -0.19 -0.55 4-0.41 5 -0.23 -0.59 -0.29 -0.11 -0.47 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 lE 0.77 0.95-6 j9 0.61 0.79 0.43 2E -0.72 -0.54 -0.90 -1.07 -0.89 -1.25 3E -0.65 -0.47 -0.83 -0.53 -0.35 -0.71 4E -0.60 -0.42 -0.78 -0.43 -0.25 -0.61 Wind 2 -4.8 -II.I -8.9 -15.2 3 -5.0 -11.3 -3.3 -9.6 4 -4.1 -10.4 -1.9 -8.2 5 -4.7 •I1.0 -4.7 -I 1.0 6 -4.7 -11.0 -4.7 -11.0 IE 16.6 10.3 13.8 7.5 2E -9.4 -15.7 -15.5 -21.8 3E -8.2 -14.4 -6.1 -12.4 4E -7.3 .13.6 -4.4 -10.6 Windward roof overhangs: 11.9 psf (upward) add to windward Parapet roof pressure Windward parapet: 0.0 psf (GCpn =+1.5) Leeward parapet: 0.0 psf (GCpn =-1.0) Horizontal114WFRS Simple Diaphra m Pressures InsD Transverse direction (normal to L) Interior Zone: Wall 16.6 psf Roof 0.2 psf End Zone: Wall 23.9 psf Roof -1.2 psf w ovmrownRnERxAlao M. TRANSVERSE ELEVATION wnrowwx Mw I.EEwA ROJF VERTGAL Project Name: Interior Zone: Wall 12.0 psf Project #: Initials: Date: Sheet: End Zone: Wall 18.1 psf LONGITUDINAL rr JOB TITLE Temple View Address _ t. City, State Phone JOB NO, SHEET NO, -•I__ CALCULATED BY _ DATE V. Wind Loads - Components & Cladding: Buildings h<60' & Alternate design 60'<h<90' ca ( Kz= Khcasel)= 0.99 Base Kh ( h - GCpi = +/-0.18 NOTE: If tributary area is greater than P (q)- 17.4 psf a= 3.5 It Minimum parapet height at building perimeter = 3.0 ft 700sf, MWFRS pressure may be used. Roof Angle= 22.6deg Type of roof= Gable Roof Negative Zone ] -1.08 -1.01 - •0.95 -18.8 •18.8 psf Du sr -17.6 100 sf 20 sf 70 sf Meg -1.88 -1.53 -1.38 •32.8 psf -17.1 ps -18.3 psf -17.4 Negative Zone 3 -2.78 -2.36 -2.18 psf -48.5 -26.7 psf -24.1 ps -30.1 sf P -25.4 Positive All Zones 0.68 0.54 0.48 psf 11.9 sf -41.2 psf -38,0 sf P -45.3 psf -39.6 P 10.0 psf 10.0 Pat 10.8 ps 10.0 Overhang Zone 2 Overhang Zone 3 •2.20 •3.70 -2.20 .2,86 -2.20 •38.4 sf P -38.4 psf -35.4 ps -38.4 psf -38.4 •2.50 -645 psf -49.9 psf -43.6 ps -58.2 ps •46.8 Walls GCp +/- GCpi Surface Pressure (psf) Area Negative Zone 4 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf User input 50 sf 200 Negative Zone 5 -1.28 -1.58 -I.10 -1.23 •0.98 •0.98P -22.3 psf -19.2 sf -17.Ips -20.2 psf sf -18.31 Positive Zone 4 & 5 1.18 1.00 0.88 -27.5 psf 20.6 -21.4 psf -17.1 ps -23.2 psf -19.5 I psf ]7.5 sf p 15.3ps 18.4osf tF�.. Paranet qp = 0.0 psf CASE A = pressure towards building CASE B =pressure away from building Rooftop Structures & Equipment Dist from mean roof height to centroid of Af = 10.0 It Height of equipment (he) = 15.0 ft Cross -Section Square Directionality (Kd) 0.90 Width (D) 10.0 ft Type of Surface N/A Solid Parapet Pressure 10 sf 100 sf 500 sf CASE A : Interior zone : 10.0 psf 10.0 psf 10.0 psf Comer zone: 10.0 sf CASE B : Interior zone : -10.0 psf 10.0 sf -10.0 10.0 psf Corner zone: -10.0 sf psf -10.0 sf •10.0 psf -10.0 psf Gust Effect Factor (G) = 0.85 Base pressure (qz) = 21.8 Kit psf Square (wind along dig onal) Ct = Cf = 1.01 Af = 10.0 sf Adjustment Factor (Adj) = 1.90 F=gzGCfAfAdj= 16.8 Af F= 168 lbs h/D = 1.50 Square (wind normal to face) Ct = 1.31 At = 10.0 sf Adjustment Factor (Adj) = 1.900 F=%GCtAr Adj= 21.8 Af F = 218 lbs Project Name: Project #: nitials: Date: Sheet: +- Address J09 TITLE Temple View " City, State Phone JOB NO. SHEET NO. CALCULATED BY Location of Wind Pressure Zones Monoslope roofs 10'< 0 s 30° a DATE I I I I u o Ilo ol (D�2 Q o I I I I J I I I I I I I I 29, 1 \ 2 Z 0 > 7 degrees 0 > 7 degrees Project Name: 11 Project #: Initials: Date: Sheet: I I —1 la I I — I I I co �? F-----r-L 0 5 7 degrees and Monoslope roofs Monoslope 5 3 degrees 30 <0 5 100 Monoslope roofs 10'< 0 s 30° a DATE I I I I u o Ilo ol (D�2 Q o I I I I J I I I I I I I I 29, 1 \ 2 Z 0 > 7 degrees 0 > 7 degrees Project Name: 11 Project #: Initials: Date: Sheet: 40 FOOTING & FOUNDATION Soil Bearing Pressure: 1500 psf EXTERIOR FOUNDATION Total Load (plt): Foundation Width (ft) 2070 1.38 Exterior Foundation Requirements: USE lft 6in WIDE loin THICK WITH (2) #4 BARS BOTTOM EXTERIOR FOUNDATION Load Tributary Roof. 60 psf 7 ft Wall: 20 psf 30 ft Floor: 75 psf 14 ft Misc: psf ft Total Load (plt): Foundation Width (ft) 2070 1.38 Exterior Foundation Requirements: USE lft 6in WIDE loin THICK WITH (2) #4 BARS BOTTOM EXTERIOR FOUNDATION Exterior Foundation Requirements: USE 211WIDE 10in THICK WITH (2) #4 BARS BOTTOM INTERIOR FOOTINGS Load Tributary Roof: 60 psf 7 ft Wall: 20 psf 30 ft Floor: 75 psf 14 ft Misc: 120 psf 5 ft Exterior Foundation Requirements: USE 211WIDE 10in THICK WITH (2) #4 BARS BOTTOM INTERIOR FOOTINGS Interior Footing Requirements: USE 2ft WIDE 10in THICK WITH (2) #4 BARS BOTTOM SPOT FOOTING Load 10 kip Total Load (plf): Foundation Width (ft) 2670 1.78 Total Load (plf): Foundation Width (ft) 2880 1.92 Footing Area (fl"2) Footing Length / Width (ft) 6.67 2.58 Spot Footing Requirements: USE 3ft- Din x 3ft-Oin WIDE 12in THICK WITH (5) #4 BARS BOTTOM BOTH WAYS SPOT FOOTING Load Footing Area ( ft"2) Footing Length I Width (ft) Project Name: Project #: Initials: Date: Sheet: Load Tributary Roof: 60 psf 13 ft Wall: 10 psf 30 ft Floor: 75 psf 24 ft Misc: 0 psf 0 ft Interior Footing Requirements: USE 2ft WIDE 10in THICK WITH (2) #4 BARS BOTTOM SPOT FOOTING Load 10 kip Total Load (plf): Foundation Width (ft) 2670 1.78 Total Load (plf): Foundation Width (ft) 2880 1.92 Footing Area (fl"2) Footing Length / Width (ft) 6.67 2.58 Spot Footing Requirements: USE 3ft- Din x 3ft-Oin WIDE 12in THICK WITH (5) #4 BARS BOTTOM BOTH WAYS SPOT FOOTING Load Footing Area ( ft"2) Footing Length I Width (ft) Project Name: Project #: Initials: Date: Sheet: D 15 kip 10.00 3.16 Spot Footing Requirements: USE 3ft- 61n x 3ft- Sin WIDE 121n THICK WITH (6) #4 BARS BOTTOM BOTH WAYS SPOT FOOTING Load Footing Area ( M2) Footing Length / Width (ft) 32 kip 21.33 4.62 Spot Footing Requirements: SPOT FOOTING SHEET EXCEEDED !!III SPOT FOOTING Load Footing Area (ft"2) Footing Length / Width (ft) 20 kip 13.33 3.65 Spot Footing Requirements: USE 4ft- Oin x Oft- Oin WIDE 12in THICK WITH (7) #4 BARS BOTTOM BOTH WAYS SPOT FOOTING Load Footing Area(ft"2) Footing Length/Width(ft) 32 kip 21.33 4.62 Spot Footing Requirements: SPOT FOOTING SHEET EXCEEDED VIII SPOT FOOTING Load kip Footing Area (f"2) Footing Length / Width (ft) 0.00 0,00 Spot Fooling Requirements: USE 1ft- 6in x 1ft- 6in WIDE 12in THICK WITH (2) #4 BARS BOTTOM BOTH WAYS Sheet: 11 00331, 11 00332, 11 00333 Blue Water Days State of Idaho Fire Sprinkler Plans DEPARTMENT OF INSURANCE C.L. "BUTCH" OTTER 700 West State Street, 3rd Floor Governor P.O. Boz 83720 MONWio UL5 STATE: ZIP: 8 OI Boise, Idaho 83720-0043 Za- 2Y^523a FAXNO: 20$- 524 - 2[19 Phone(208)334-4250 DATE PLAN RECEIVED: -7 — 31 • i 2 DATE PLAN REVIEWED: - 3- 1,L FAX # (208)3344398 WH.LIAM W. DEAL Director MARK A. LARSON State Fire Marshal PLAN REVIEW FOR FIRE SPRNKLEER SYSTEMS PROJECT: B L 4 E W A-T�--R, :DA. -(s APA its r--\htT'S STREET ADDRESS: S. 4 T 1e 1,A I. Rb' Sir" CITY Re-&SUP'64 FIRE PROTECTION CONTRACTOR: ., EM ST?,T£ T- t rZRI zTlal l 1 ADDRESS: I I oS So N A 1q OM O CITY: MONWio UL5 STATE: ZIP: 8 OI PHONE NO: Za- 2Y^523a FAXNO: 20$- 524 - 2[19 SIGNATURE ON PLAN: " DATE ON PLAN: - l V - !2 DATE PLAN RECEIVED: -7 — 31 • i 2 DATE PLAN REVIEWED: - 3- 1,L ITEM NO. DEFICIENCY NOTED r -M-k i Go tt G v '-D C.)AJ CA — u E "41+C^: Rl-V 1Sel� YJ L.&4 /S -/i-aw N NOTE: SYSTEMS EXCEEDING 20 SPRINKLERS IN SIZE SHALL BE CONSTANTLY SUPERVISED AT A CENTRAL LOCATION - I.F.C. 903A NOTE: IT IS ACKNOWLEDGED THAT AN UNAPPROVED BACKFLOW PREVENTER IS INSTALLED PER THE DEMAND OF THE LOCAL WATER PURVEYER. DUE TO THE HIGH PRUPORTED FAILURE RATE. STATE FIRE MARSHAL'S OFFICE, AND TTS PERSONNEL, DOES NOT APPROVE OF OR TAKE ANY RESPONSIBHdTY FOR THE BACKFLOW DEVICE. REVIEWED BY: LDH Enterprises PO Box 9 Fairfield, Idaho 83327 PLANS REVIEWER: Mei Fletcher Ph 208-764-2b77 Fax 208-764-2090 CC TO: • - _ t� L1C3 RCS Mark Larson Idaho Surveying & Rating File A.H.J. F va6- D Orr— I APPROVED — If deficiencies noted above are corrected and subject to a field inspection. El DISAPPROVED—Resubmit with items noted * corrected. ❑ ADDITIONAL — Information requested 10-2005 Equal Opportunity Employer State of Idaho DEPARTMENT OF INSURANCE C.L.'BUTCH" OTTER 700 West State Street, 3rd Floor Governor P.O. Box 83720 Boise, Idaho 83720-0043 Phone (208)334-4250 FAX R (208)3344398 WILLIAM W. DEAL Director MARK A. LARSON State Fire Marshal PLAN REVIEW FOR FIRE SPRINKLER SYSTEMS PROJECT: L Lte W -A TEEM p A wIbTITS STREET ADDRESS: S • 'Z# Id, It. FS A stir S r CITY t15tCt IM PROTECTION CONTRACTOR: C.13sr&Te F1 R,6 ICo 'c-rt4F4 ADDRESS: Ito-5 =004-A R0�0 _ CITY: =D A No r --A L IS STATE: l'D A," ZIP: 93AJot PHONE NO: 20 e, -5Zy^6Z3a FAXNO: Zo8 SZy^ Znq SIGNATURE ON PLAN: f tnt, DATE ON PLAN: 6 - j fz- r z DATE PLAN RECEIVED: DATE PLAN REVIEWED: Il'EM NO. DEFICIENCY NOTED 1 -rmac' t'T'R4 -m IwE A STostA-CHEF a tN.INJ IRtZ t o k$ /a Arttt•tn '� 'T1iA DoET oT- t`4'r'I-tie= ct owS s u- A R 054 &kl2p r-1 — tQRc;Tg--r--n*-J NOTE: SYSTEMS EXCEEDING 20 SPRINELERS IN SIZE SHALL BE CONSTANTLY SUPERVISED AT A CENTRAL LOCATION - LF.C. 903A NOTE: IT IS ACKNOWLEDGED THAT AN UNAPPROVED 13ACEFLOW PREVENT'ER IS INSTALLED PER THE DEMAND OF THE LOCAL WATER PURVEYER. DUE TO THE HIGH PRUPORTED FAILURE RATE, STATE FIRE MARSHAL'S OFFICE, AND ITS PERSONNEL, DOES NOT APPROVE OF OR TAKE ANY RESPONSMnXrY FOR THE RACEFLOW DEVICE. REVIEWED BY: LUH Enterprises PO Box 9 Fairfield, Idaho 83327 PLANS REVIEWER: Me] Fletcher Ph 208-764-2337 Fax 208-764-2090 CC TO: Mark Larson Idaho Surveying & Rating ' File� A.H.J. (ZcR,3u tzc, F 2E J7c7'r, - ❑ ,�O'7M If deficiencies noted above are corrected and subject to a field inspection. 121 DISAPPROVED -Resubmit with items noted * corrected. ❑ Ai9)R40N* L - Information requested 10-2005 Equal Opportunity Employer 1100330 Blue Water Days, LLC — Photometric Plan Routing: Done NA R" ❑ Joel Gray (Please review by Wednesday, March 28) • p; d ndi a "ress P rave ou s ho+es , e u rr.en-' YeVi s Ian s Sof l l s}a.nd Please complete the following: Done NA ❑ ❑ Review Plans Enter Notes for the applicant under Submittals Update status in the Approvals tab Return building plan to Amanda Saurey Thank you, Amanda Saurey i(-7 Plan Checklist for the 2009 International Building Code e Project Name: ?:10F Wa-mz DA -YS Date: USE AND OCCUPANCY , 1. Classification as per Sections 302.1 & 303 thru 312 2 2. Incidental use areas see Table 508.2.5 3. Identify if mixed occupancy exists. Yes_ or Nok If no then skip #3 below. Accessory Space (10% or under) Nonseperated Mixed Occupancy as per Section 508.3. Separated Mixed Occupancy as per Sec. 508.2.4_ Identify on plans Fire arrier Walls and/or Horizontal Assemblies including the rating If Assembly Occupancy exists, is it 750 sq. ft. or less as per Section 303.1 or ss than 50 occupants as per Section 303.1 Covered Malls, see Section 402. Atriums see Section 404. Underground Buildings see Section 405.Motor Vehicle Occupancies, see Section 406. 1 -2 Occupancies see Section 407. 1-3 Occupancies see Section 408. Motion Picture Projection Rooms see Section 409. Stages and Platforms see section 410. Special Amusement Buildings see Section 411. Aircraft Related Occupancies see Section 412. Combustible Storage see Section 413. Hazardous Materials see Section 414. H- Occupancies see Section 415. Application of Flammable Finishes see Section 416. Drying Rooms see Section 417. Organic Coatings see Section 418. HEIGHT AND AREA 1. Area, First Floor, Second Floor, Third Floor 2. Area meets requirements as per Table 503 YesNIo 3. Height meets requirements as per Table 503. Yes ✓ No_ 4. Buildings on same Lot? Yes/ No If no then skip #5 below. ,e Regulated as Separate or as one Building as per Section 503.1.2 6. Height modified as per Section 504. Yes_ No If yes, sprinklers are req'd. 7. Area modified as per Section 506. Yes_ Nofff yes use the area provided below to calculate increase. Total Area Allowed after Increase Area Shown on Plans 8. Zero Lot Line Buildings see Section 705. For Mezzanines see Section 505. Unlimited Area Buildings see Section 507. TYPES OF CONSTRUCTION AND FIRE RESISTANCE. 1. Identify the Type of Construction as per Section 602_ ,2�Check allowable material for Type I and II buildings as per Sect. 602.2 3. Table 601 - Identify Building Element Ratings _✓ 4. Table 602 - Identify the Fire Resistance Ratings of Exterior Walls f%y, Check Openings in Exterior Walls for compliance with Table 705.8.(If L fib, sprinklered, see Section 705.8. 1)_ ,71,' Projections meet requirements of Section 705.2 ' Check for window vertical exposure from roof below as per Section 705.8.6_ Check that Parapets are not required as per Section 705.11 Are Firewalls used or required? Yes_ No If no, skip #10 below. ,1krCheck Firewalls for Structural Stability_ Fire Resistance Rating as per Table 706.4_ Made of Noncombustible Materia ls(except Type V)_ Horizontal Continuity_ Vertical Continuity Connection to Exterior Walls as per Section 706.5.1_ Extend to Horizontal Projecting Elements as per Section 706.6 Openings (no windows) as per Section 706.8_ Check that Penetrations meet requirements of Section 713_ Ducts and it Transfer Openings in Firewall meet requirements of Section 705.10. Are Fire Barriers used or required? (as required by table 508.4) Yes _ No �If no skip # 12 below. ;1,,/Check Fire Barriers for structural stability Section 707.5.1._ Openings limited to 25% of wall._ Maximum opening size of 120 sq. ft. (unless sprinklered)_ Check that Penetrations meet the requirements of Section 707.7_ Ducts and Air Transfer Openings meet the requirements of Section 712 and 716. 41 / _ Are Shaft Enclosures used or required? Yes_ No If no skip #14 below. A4' haft Enclosures meet the requirements of Section 708_. Cre Fire Partitions used or required? Yes_ No_ If no, skip #16 below. heck Fire Partitions for Structural Stability and Continuity as per Section 709.4. Dwelling units that are sprinklered are allowed 1/2 hr. separations versus 1 hr. Check that Penetrations meet the requirements of Section 713._ Ducts and Air Transfer Openings meet the requirements of Section 712 and 716._ 17. Fire Rated Ceiling Panels meet requirements as per Section 711.3.1._✓ 18. All Penetrations in Fire Resistive W IIs and Horizontal Assemblies meet the requirements of Section 713. 19Fire Resistive Joint Systems meet the requirements of Section 714. XDoors and Shutters in Fire Resistive Assemblies meet the requirements of Table 715.4._ kireFire Doors are Self Closing._ re Windows or Glazing conform to Section 715.4 and Table 715.4._ and Smoke Dampers conform to Section 716._ Fire Blocking and Draft Stopping is provided as per Section 717_ (Draft Stopping is not required at partition line in dwelling units with combined space of less than 3000 Sq. Ft and not required if in sprinklered building with sprinklered concealed spaces) 25. Wallancj Ceiling Finishes meet the requirements of Table 803.5 and Section 803._✓ / 26. Floor Finish meets requirements of Section 804.,/ FIRE PROTECTION SYSTEM 1. Is a Fire Protection System required for this building in order to meet area, height etc. reuirements? Yes —No _✓If no skip #2 below. 2. List the type of system that is required 3. Other requirements requiring Fire Protection Systems (check if needed): Group A (As per Section 903.2.1)_ Group E (As per Section 903.2.2)_ Group F -1 (As per Section 903.2.3)_ Group H (As per Section 903.2.4)_ Group I (As per Section 903.2.5)_ Group M (As per Section 903.2.6)_ ,,Group R (As per Section 903.2.7)_ Group S -1 (As per Section 903.2.8)_ Group S -2 (As per Section 903.2.9)_ All Buildings except R -3 and U (As per Section 903.2.10)_ Ducts conveying Hazardous Exhausts (As per Section 903.2.12.1)_ Commercial Cooking Operations (As per Section 903.2.12.2)_ As per Table 903.2.13_ / 4. If Sprinklers needed as identified in #3 list type of system required. 5. If Sprinklers required by any of the above, Are Monitors and Alarms provided /as per Section903.4? 6 If an Alternative Automatic Fire Extinguishing System is identified, does it meet the requirements of Section 904?_ 7. Are Fire Alarms required as per Sections 907 or 908? Yes) No_ if no then skip #8 below ;8. Do Alarms meet the requirements listed in Sections 907 or 908? ."Is smoke control required ?(as per Sections 402, 404, 405 or 410) Yes_ No_ If yes, see Sections 909. /H Occupancies may require smoke and heat vents as per Sections 415.6 and 410. MEANS OF EGRESS 1. Minimum height of T as per Section 1003.2. '/ 2. Any protruding objects meet the requirements of Section 1003.3. X The occupant load shown on plans._ sV The occupant load as per calculated by Table 1004.1.2. _ Occupant load posted in every assembly occupancy as per Section 1004.3._ 6. Egress width is identified on plans. ✓ 7. Egress width meets requirements as calculated per Table 1005.1.E Multiple means of egress sized so that the loss of any one means of egress shall not reduce the available egress capacity to less than 50% of total required. � .81*� Door encroachment does not reduce the required egress width to less than 50% required. 10. Means of egress is illuminated as per Section 1006. v---- ,14" ,14" Illumination emergency power is shown for means of egress as per Section 1006.3. _ 12. An enclosed exit stairway is shown. Yes_ No ✓ if no, skip # 13, # 14 and # 15 below._ JZa .Enclosed stairway has an area of refuge(as per Section 1007.6). _ .a4Area of refuge has 2 -way communications, instructions and is identified as per Sections 1007.6.3,1007.6.4 and 1007.6.5. _ 15. Door clear widths are a minimum of 32 " (accessible 34" min). Except as allowed by exception of Section 1008.1.1. ,/ ,W"boors swing in the direction of travel where serving 50 or more persons or in a H occupancy. _ X%Specialty doors meet the requirements of 1008.1.4. _ 18. All egress doyrs have a landing on both sides as per Sections 1008.1.4 and 1008.1.5. 19. Thresholds are identified as a maximum of high for swing doors, 3/4" for sliding doors as per Section 1008.1.6. _✓ ,20'space between two doors is less than 48 "(except R2 &R3 non Type A units). ?i1. Locks and latches meet requirements of 1008.1.9.3. _ ,Panic hardware is shown at required locations (Section 1008.1.10). 23. Does a stairway exist.t�No If no, skip #24 thru #28. .24'.- Stairway doors do not open over stairs. _ 25. Stairways are a minimum of 44" wide(except where occupant load is 50 or less or as per Section 1009.1). 26. Maximum riser is 7 inches and minimum tread is 11 inches. 27. A landing is provided at the top and bottom of each stairway. 28. Maximum vertical rise without a landing is 12'. 29. Handrails are identified that meet the requirements of Section 1009.12. ✓ 30. Handrails return to wall, etc. or are continuous to next stair handrails ' ,r Elevation change of over 1/20 is designed as a ramp as per Section 1010_ ,fie Exit signs are identified when over 2 doors are required for exiting. _ 33. Exit signs are spaced no more than 100' apart or to the door. NID 34. 42" guardrails are shown whenever a walking surface is over 30" above �� rade.✓ .�• Any roof mechanical equipment within 10' from edge has a guardrail shown. 36. Egress does not pass through intervening spaces unless the space is accessory to the area served and the intervening space is not hazardous. _✓ ,3�lf multiple tenant spaces exist, egress from any one does not pass through another. _ 38. Length of common egress travel does not surpass requirements as per erection 1017. Z' 3g. Required egress aisle adjacent to tables shall comply with Section 1017.4.1. 40. Spaces with one means of egress meet the following maximum occupancy loads: a. Occupancy A, B, E,F,M & U - 50 occ. b. Occupancy H -1, H -2, & H-3 - 3 occ. C. Occupancy H -4, H -5, 1 -1, 1 -3, 1 -4, 10 occ. Zc'�TS d. Occupancy S - 30 occ. 41. Where two or more exits are required, they are a minimum of 112 the diagonal distance of the space served apart or where a space is served by an automatic sprinkler system, the distance is 113. _ 42. If a boiler or furnace room has over 500 sq. ft. with over 400,000 btu,s, two xits must be provided. _ Refrigeration machinery rooms and refrigerated rooms over 1000 sq. ft. have ttwo exits. Section1015.4 _ / tage means of egress comply with Section 1015.6. _ Exit Access travel distance meets requirements of Table 1016.1. _ 46. Exterior exit balconies constructed in accordance with Section 1016.2 have 100' added to their travel distance. ✓ A'i orridors are rated as per Table 1018.1. _ Corridor widths meet requirements of Section 1018.2. _ Corridor dead ends are less than 20' or 50' for sprinklered occupancies RA'Corridor not used as plenum unless in a tenant space of less than 1000 sf. 51. The minimum number of exits r occupant load meets the following: 1 -500 requires 2 exits 501 -1000 requires 3 exits More than 1000 requires 4 exits _ 2'lBuildings with one exit meet the requirements of Section 1021 and Table 1021.1. ,53-"Interior stairwells required as a means of egress meet the requirements of Section 1022._ �54�Space under stairs is identified as 1 -hour rated. _ Exterior ramps or stairs are open on one side and have a minimum of 35 sq. ft. of open space not less than 42" above any floor level. 1026.3 _ 56. Exterior ramps and stairways are protected from the inside of building as per Section 1026.6. Z� 57. Exterior balconies, stairways and ramps are over 10' from lot lines and other /buildings on the Iot.1027.3 ✓ ,58 Egress courts meet the requirements of Section 1027.5. _ Assembly occupancies meet the requirements of Section 1028. _ 60. Window egress or betterice-provided in every sleeping room and any abitable basement. ✓See Exc. 1029.1, 1&2 Vestibule is provided as per Section 502.4.7 of the International Energy Conservation Code. ACCESSIBILITY 1. An accessible route connects all accessible buildings, accessible facilities, accessible elements, accessible sp#ces and the public right -of- way(except as excepted by Section 1104). 2. In addition to the required accessible entrances, 50% of all public entrances are accessible. _✓ 3. Accessible parking is provided as per Table 1106.1. 10% of hospital out patient parking is accessible and 20% of rehab or physical therapy. _ 5. Van spaces are provided.(one out of six and any portion) ✓ 6. Accessible parking is provided on shortest route fr9m accessible parking to the accessible building entrance. Sec 1106.6 _✓ Group I occupancies meet accessibility requirements as set forth in Section 1107.5. _ Group R -1 occupancies meet the requirements of Section 1107.6 and Table 1107.6.1.1. _ 9. Where 4 or more apartment units, one level town homes or condos are located in one structure, all units are designed as Type B units as per ICC ANSI 117.1 unless on a upper level without elevator service. _✓ 10. Where more than 20 apartment unit, one level town homes or condos are located in a project, 2% but not less than on are designed as Type A units as per ICC /ANSI 117.1_✓. Wheelchair spaces (and companion seat as per Section 110 .2.5) are provided in Assembly Occupancies as per Table 1108.2.2.1. _ Assistive listening systems are provided in Assembly occupancies where audible communications are integral to the use of the space. _ ZAny Assembly occupancy performance area has an accessible route as per ection 1108.2.8. _ Any dining area in an Assembly Occupancy is fully accessible. _ ;e Self service storage facilities shall provide accessible spaces as per Section 1108.3. _ )eToilet and bathing facilities are accessible(unless in a private office)as per Section 1109.2. _ Unisex toilets and bathing rooms are supplied as per Section 1109.2.1. _ Where sinks are provided, 5 %, but not less than 1 is accessible. _ 19 Where a kitchen is provided, it is accessible(unless in Type B dwelling). Storage cabinets, lockers, etc. one of each type is accessible Sec 1109.8. INTERIOR ENVIROMENT AND ENERGY CONSERVATION 1. Attic ventilation exists that is 1 /150 of the floor space or 1/300 with vapor barrier. Sec. 1203.2_✓ 2. 50% of the attic ventilation is 3 ft. above eaves. ✓ _ ,3f Crawl space ventilation complies with Section 1203.3. 4. Natural ventilation (windows, doors, etc.) is a min. of 4% of floor space. 5. Interior spaces that do not have opensq gs directly to outside meet requirements of Section 1203.4.1. ✓ 6. Bathrooms containing bathtubs, showers or spas are mechanically vented.✓ 7. Natural or Artificial light is provided that meets the rqmts of Section 1205. Courts shall meet the requirements of Section 1206.3. _ 9. Dwellings party walls and floors meet sound rqmts of Section 1207. 10. All habitable�oms shall be a minimum of 7' wide, and a minimum of 70 sq. ft. in area. 11. Dwelling units(except efficient units) have one habitable room of 120 sq. ft. ✓ 12. All ceilings are a minimum of 7'6" with no more than 1/3 at 7'0". ✓ 13. Attics and 9_,-te1Ts have access openings as per Section 1209. ✓ 14. An energy review has been submitted that mets the requirements of the International Energy conservation code. EXTERIOR WALLS AND ROOFS 1. Exterior Wall Vapor retarder provided unless another apRwoved means to avoid condensation and leakage has been provided. ✓ / 2. Water resistant barrier shown on sheathing as per Chapter 14. 3. Masonry vender is flashed at bottom and has weep holes as per Section 1405.3.2. ✓ 4./Masonry veneer shall be mechanically attached as per Section 1405.5. ,Ff Stone Veneer is anchored as per Section 1405. . _6 6. Sidings shall be applied as per Section 1405.: 7. Fire separatioy istance for combustible veneers(siding) meet that of Table 1406.2.1.2. ✓ / 8. Balconies that protrude shall meet the requirement of Table 601 for floors_✓ Metal Composite Materials(MCM) shall meet the requirements of Section 1407. 10. Roof coverings meet the requirements of Table 1505.1. ✓ 11. Double underlayment is providedin asphalt roofs with minimum slope of 2:12 up to and including a 4:12 slope. _✓ 12. An ice dam membrane (one continuous sheet or two sheet cemented together) for all asphalt roofs is pr vided from the roof edge to 24" inside of the inside of the exterior wall. _✓ 1 ,/Drip edge metal is provided along all roof edge. ,/Drip roofs meet the requirements of Section 1507.4. _ uilt -up roofs meet the requirements of Section 1507.10. _ single Ply Plastic Roofing meet rqmts of Section 1507.12/13 0y - QII other roofing types meet the requirements of Section 1507. _ Buildings with roof drains are designed and sized as per UPC 1105.0. STRUCTURAL DESIGN AND SPECIAL INSPECTIONS 1. Structural Use Group (as per Table 1604.5)��l'�� 2. Structural documents for light frame wood b iildings as per Chapter 23 include floor, roof and live loads, ground snow load, basic wind speed, wind exposure, seismic design category and site class. ✓ 3. All plans except as described in #1 above shall include the following: a. Floor live load including any reductions. b. Roof live load as per Section 1607.11. c. Roof Snow load, including the flat roof snow load, the snow exposure factor, the snow load importance factor and the thermal factor. d. Wind design data, including basic wind speed, wind importance factor with building category, wind exposure, applicable internal pressure coefficient and the design wind pressure used for the design of components and cladding. e. Earthquake design data including seismic importance factor, seismic use group, mapped spectral response accelerations, site class, spectral response coefficients, seismic design category, basic seismic - force - resisting systems, design base shear, seismic response coefficients, response modification factors and the analysis procedure used. Flood zone is identified(if in flood zone see Section 1603.1.7) _ �8 Design of floor live loads in access of 50 lbs per sq. ft. also identify that signs must be posted as per Section 1603. _ 6. Structural design calculations meeting the requirements of chapter 16 have been provided. _✓ Special inspections are identified for welding._ Special inspections are identified for high strength bolting. 9. Special inspections are identifieq for concrete construction except as oxcluded by Section 1704.4.jNAb �iz Gam `�p,n 1ASpecialinspection are identified for masonry as per Section 1704.5. y Special inspections are identified for fills greater than 12" deep where—a load applied. _ pecial inspections are identified for all pier and pile foundations. pecial inspections are identified for sprayed on fire resistance applications. }Special inspections are identified for smoke control systems. _ Quality assurance plan for seismic resistance is provided (except for design ,,fight frame as per chapter 2308 or reinforced masonry less than 25 feet high) Special inspections are provided for seismic force resisting systems. _ L7'Structural observations as per Section 1709 are identified for structures in Seismic Use Groups II or III. _ optj�,p 18. Truss Details provided or noted to be provided prior to frame inspection. SOILS AND FOUNDATIONS 1. Allowable soil foundation bearing pressure (as per Table 1806.2). ✓ 2. A soil investigation is required per the requirements of Section 1803. where questionable soils such as fill materials, organic soils, clays or questionable rock strata exist. Do any of these conditions exist? Yes_ - No✓f yes, are the necessary soil reports provided? Yes—No — No_ 3. Grading is a minimum of 2% for concrete or asphalt surfaces or 5% for natural surfaces. _✓ II 4. Information provided as per Section 1804.5 for any structural fill. LA 5. Footings (except for 1 story category 1 buildings no bigger than 400 sq. ft.) ,are 36" below grade for frost protection. ✓ R- Buildings on or adjacent to greater than 3/1 slopes meet requirements of Section 1808.7. _ 7. Top of foundation is a minimum of 12" above the adjacent street gutter (unless a drainage path is identified and approved by the building official). ✓ 8. Footings desi ned so that the allowable bearing capacity of the soil is not exceeded. 9. Foundation meets the rqmnts of Section 1805.5 and Tables 1805.5 _✓ W -Except for Group R and U occupancies of light framed construction of seismic design D and less than 3 stories in height, concrete is a minimum of 3000 p.s.i.. Retaining walls are designed with a lateral sliding and overturning factor of safety of 1.5. _ Foundation drainage system or waterproofing (Section 1805) is provided where water table warrants. _ 13. Damproofing shown under slabs as per Section 1805.2.1. 14. Damproofing shown for foundation walls. _✓ 15. jftlinimum of 4" of gravel is shown under all slabs. Foundation drain is installed (except in well- drained gravel areas) as per Section 1805.4.2 CONCRETE and MASONRY 1. Construction documents show compressive strength of concrete, strenn th or ment. ✓ grade of reinforcement and the size and location of reinforce 2. Structures assigned to Seismic Design Category D contain a statement identifying if slab -on -grade is designed as a structural diaphragm. ""� 3. Masonry construction documents identify size, grade, type and location of .411inforcement, anchors and wall ties as per Section 2113.3. _✓ asonry fireplaces have minimum 12" thick footings that are 6" wider than masonry. Sec 2113.2_ n00 1/Truss drawings identify requirements as per Section 2303.4. /1. Joist layout plans are provided. Engineered products have computer layout. 3. Floor and roof sheathing meets requirements of Section 2304.7. ✓ 4. Connections and fastening meet the requirements of Table 2304.9.1. r� 5. Fasteners in preservative treated wood are hot - dipped zinc coated galvanized steel, stainless steel, silicon bronze or copper. 6. Wood framing members above foundations are 8" (min.) abgare soil. 7. Shear wall design meets requirements of Section 2305. _✓ GLAZING Ai Glazing in pool, sauna, hot tub, steam room, bathtub or shower enclosures (unless over 60" above standing surface) is safety glazing as per Section 2406.4. Within within 24" of door (unless over 60" above standing surface) is safety glazing as per Section 2406.4. _ ,3" -'Glazing greater than 9 sq. ft., bottom below 18 ", top above "and 36" from ,,walking surface is safety glazing as per Section 2406.4. _ lazing in guards and rails is safety glazing as per Section 2407. _ lazing next to stairways, landings and ramps (unless over 60" above standing surface) is safety glazing as per Section 2406. _ MISC. I. Number of plumbing fixtures shall meet the requirements of Table 2902.1. _---� 2 -'separate toilet facilities are provided for spaces with 16 or more employees, or combination of employees and customers (except for mercantile occupancy with occupancy of 50 or less). _ Z3 Public toilet facilities are provided as per Section 2902.3. ft! Elevators meet the requirements of Chapter 30. Kr Pedestrian walkways meet the requirements of Section 3104. _ fa! wnings and canopies meet the requirements of Section 3105. _ rT Marquees meet the requirements of Section 3106. ,Swimming pool enclosures and safety devices mee_t the requirements of Section 3109. _ .9'- Protection for pedestrians during construction meets the requirements of -Section 3306. Existing structures meet the requirements of Chapter 34. _ °q oexnuq° CITY o v P.O Box 280 35 North Iat East o ° REXBURG Rexburg, Idaho 83440 .1 Fa"tui°' A.Mm's Phone (208) 359-3020 menty Community Review Action Fax(208)359-3022 April 2, 2012 Permit Number: 11 00331 Project Name: FOUNDATION ONLY - Blue Water Days Bld #1 - 21 Plex Project Type: Multi Family Residential Review Item Actions Required for Approval Approved Building Department Review Electrical Circuits Review No electrical plan was submitted -therefore 03/22/2012 make sure that all wiring meets the 2008 NEC - same electrical contractor as University Gateway. Electrical Service Review No electrical plan was submitted -same as the 03/22/2012 University Gateway -make sure that the service wiring meets the 2008 NEC. Building Code Fire Compliance Review 04/02/2012 Building Type Complianceh.®e- CXr \ \ 04/02/2012 Height and Area Review IP% 04/02/2012 Accessibility Review P\AVM 04/02/2012 Energy Conservation Compliance Review 04/02/2012 Interior Environment 04/02/2012 Structural Review Provide truss details before or at framing 04/02/2012 inspection. Complies with approved Site Plan Review 04/02/2012 Exiting Review 04/02/2012 Mechanical Review 04/02/2012 Plumbing Storm Drain Review Plumbing Potable Water Review Water and Sewer Service Plumbing Sewer Drain Review 1100330 Blue Water Days, LLC Routing: Done NA ❑ ❑ Dale Pickering (Please review by Thursday, April 4) Please complete the following: Done NA .l' ❑ Review Plans L0 ❑ Red Line Notes? (Amanda will transfer red lines to all copies) ❑ Enter Notes for the applicant under Submittals ❑ Update status in the Approvals tab ❑ ❑ Return building plan to Amanda Saurey Thank you, Amanda Saurey Date: November 16, 2011 Project: Blue Water Days LLC Issue: Snow Removal Development Agreement It is our understanding that the proposed site plan for the Blue Water Days LLC Apartments located on South 4'e West in Rexburg, Idaho meets the spacial requirements of 10% of the parking areas reserved for snow storage. If the entire required area of reserved space is not accessible or useable due to parked vehicles or other obstructions which we the owners/managers have control, we will arrange at our cost to have the snow removed from the site in order to provide the required number of parking spaces. Signed: 0�4 Title: Accepted by the City of Rexburg Signed: Title: ASPEN ENGINEERING. INC. 10727 N YELLOWSTONE HWY. IDAHO FALLS, IDAHO 83401 t_ 208-542-1911 PROJECT NAME: Blue Water Days - 4th West PROJECT #: 2011.011 Input CLIENT: Jared Sommer Result DATE: 3/30/2012 STORMWATER CALCULATIONS -100 year storm PRE DEVELOP SITE AREA = 73204 Square Feet C VALUE = 0 Sq. Ft. - Hard Surface 0 Building 0 Landscaping 83204 Unimproved COMPOSITE C Tc = (minutes) 38.77 tc=c(LnsA-.5)A0.467 i (10)* = 2.18 in/hour i (100)* = 3.51 in/hour Qp10 = C*i10*A 1.25 CFS Opt 00 = Ci*100*A 2.01 CFS POST DEVELOP C CHANGES 37207 Sq. Ft. Hard Surface 20775 Building 15222 Landscaping COMPOSITE C Tc = (minutes) Qp10 = C*i10*A Qp100 = Ci*100*A 1.68 Acres C VALUE WEIGHTED C 0.90 0 0.95 0 0.15 0 0.30 24961.2 Rock Dimension 0.34 L (length) = 210 feet S (slope) _ c = 0.83 feet,1.44 meters n= 0.02 smooth pavements 0.30 Poor grass/bare sod 0.40 Average grass 0.80 Dense grass C VALUE WEIGHTED C 0.90 33486.3 0.95 19736.25 0.15 2283.3 0.76 4.04 tc=0.0078(LA0.77/S0.385) length = 210 feet slope= 2.78 CFS 4.47 CFS (EQUALS PEAK RUNOFF = REQUIRED F.D. CAPACITY) FRENCH DRAINS #1 Barrel depth 12 Barrel diam. 4 Rock Dimension 15 Btm soil perm. 0.020 feet feet feet fUmin. Coarse sand and Gravel+ PROVIDED STORAGE VOLUME Barrel 150.80 cf Rock 849.73 cf Total 1000.53 cf 0 feet/feet 0.02 feeUfeet #2 Barrel depth 8 feet Barrel diam. 4 feet Rock Dimension 10 feet Btm soil perm. 0.020 ft/min. Coarse sand and Gravel+ PROVIDED STORAGE VOLUME Barrel 100.53 cf Rock 233.16 cf Total 333.69 cf TOTAL FRENCH DRAIN STORAGE CAPACITY 1334.22 c.f. WEIGHTED DEPTH OF PRECIPITATION OVER ENTIRE SITE 0.29 inches (Volume of runoff w/o percolation) In other words, it can rain 0.29 inches and the french drains will hold the entire runoff volume without any percolation DISSIPATION CAPACITY (soil perm. X btm. area) 6.50 cf/min Greater than Required -OK From IDF Curve generated from NOAA Atlas 2 data and NOAA Spreadsheet + Table 4.1 "Typical Values of Permeability Coefficients" - Braja M. Das, Principles of Geotechnical Engineering, 2nd Ed. UNWEIGHTED DEPTH OF PRECIP OVER ENTIRE SITE 0.22 inches z -x- N v Y - 5 0.50 0.00 5 10 15 30 1 2 3 6 12 24 Duration in minutes and hours Intensity -Duration -Frequency - Rexburg, Idaho Intensity (inches per hour) Duration 2 5 10 25 50 100 -------------------------------------------------------------------- 5 1.31 1.84 2.18 2.66 3.06 3.51 10 1.02 1.43 1.69 2.06 2.38 2.72 15 0.86 1.21 1.43 1.74 2.01 2.30 30 0.59 0.84 0.99 1.21 1.39 1.59 1 0.38 0.53 0.63 0.76 0.88 1.01 2 0.23 0.31 0.37 0.45 0.52 0.58 3 0.18 0.23 0.28 0.34 0.39 0.43 6 0.12 0.15 0.18 0.22 0.25 0.27 12 0.08 0.10 0.11 0.14 0.16 0.18 24 0.05 0.06 0.07 0.08 0.10 0.11 z -x- N v Y - 5 0.50 0.00 5 10 15 30 1 2 3 6 12 24 Duration in minutes and hours