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Specifications
FILE COPY i silkm May 1, 2006 CITY OF TIGARD OR EGON Michael O'Gorman PO Box 1574 Hood River, OR 97031 RE: CARPORTS STRUCTURES Project Information Building Permit: BUP2006 -00143 Occupancy Type: U Tenant Name: Timbercrest Construction Type: VB Address:. 14655 SW 76 Avenue Occupant Load: NA Area: 5,670 Sq Ft Stories: 1 This plan review was performed under the State of Oregon Structural Specialty Code (OSSC) 2004 edition; and the State of Oregon Fire Code (OFC) 2004 edition. The following information is required prior to the issuance of the Building Permit: STRUCTURAL 0 Provide calculations indicating the partial loading of the structure as required by Section 4.6, ASCE 7 -02. The calculations shall be for all affected structural components including connectors. When submitting additional calculations, please attach a copy of the enclosed City of Tigard, Letter of Transmittal. The letter of transmittal assists the City of Tigard in tracking and processing the documents. - �. Respect � ` fi r'" /Brianyl ock, Senior Plans Examiner 13125 SW Hall Blvd., Tigard, OR 97223 (503) 639 -4171 TDD (503) 684 -2772 S.E. CONSULTANTS, Inc. Structural Engineering Consultants / ec DO _p01< -1-,3 June 16, 2006 CITY OF TIGARD 13125 SW HALL BLVD. " TIGARD, OR 97223 Attention: Mr. Brian Blalock Job Number: 0783 -06 (8365 -) This letter is in response to the request to modify the drawings to indicate in Detail 5 "Caisson Footing" that the (2)10" x 2 Y2" x 14 gage box column is to extend to a distance of three (3) inches minium from the bottom of the caisson (without # 7 reinforcing bars) in leu of the (2)10" x 2 'Y2 " x 14 gage box column embedded into the caisson with # 7 reinforcing bars as shown on the drawings. This is acceptable and will not pose a negative structural affect on the structure as originally designed. Please feel free to contact S.E. Consultants if you would like to discuss any of the above information. Sincerely, S.E. Consultants, Inc. A$ Ar l ifP l Ic•tk Ao e 6 176 c 7► d ip1an / y- 01 �ppTove Date o OREGON �L �� .({ � -/ N w. S EXPIRATION DATE: 6-30-06 • Steven W. Schaub, P.E., S.E. Vice President 5800 East Thomas Road, Suite 104 • Scottsdale, AZ 85251 Phone: (480) 946-2010 • Fax: 946 -1909 OFFICE COPY S.E. CONSULTANTS, Inc. Structural Engineering Consultants 6010 L, June 13, 2006 City of Tigard 13125 SW Hall Blvd. Tigard, OR 97223 Attention: Mr. Brian Blalock Responses to structural comments for: Timber Crest Condos (Baja Construction Co., Inc.) Tigard, OR Log Number: 0783 -06 (8365 -) Structural Plan Review Comments and Actions: Comment # Action 1 Provide calculations indicating the partial loading of the structure as required by section 4.6, American Society of Civil Engineers (ASCE) 7 -02. The calculations shall be for all affected structural components including connections. The request to provide calculations indicating the partial loading of the structure as required by section 4.6, ASCE 7 -02 for all affected structural components including connections has been completed and is enclosed for your review. ,iounz. . 0, ic . ..,,,,,,, gm V REGON,r,, . 12, tT 7. EXPIRATION GATE: 8.30-08 2 5: Robert E. Chambers Reviewed By: Steven W. Schaub, P.E.,S.E. Project Engineer Vice President 5800 East Thomas Road, Suite 104 • Scottsdale, AZ 85251 Phone: (480) 946 -2010 • Fax: (480) 946 -1909 &/2 2co (7- av ( 13 PLAN C,C Co 6 .v r: Rovi i/./b'c/9ri.vG 7 l0A0/svG of riso E .sr .t ru . AkS Qvi t) Tay SFc riot ' '� � #2.5ce jz -pe 7 ' C CGSt4Tioi' • cce.a.' 1 CO I'#WEC 7O " ,W.011 C.✓4 Cfrt of T /GAS O GON ZWIEl� /2244,1 /j ea76 . . gitisw YaP f N ---�- 111!1!111 p = Z5 7).5 A A A YA Y p +L =O 1 N +O=O WA O PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: Date: By: Job No.: SH.: S.E. CONSULTANTS, INC. , . _ - ______ ' . . _ . _ _ .. _ . _ 4 . _ . . . -, MINININNIIINNINIMEMEMEMMIIIIIIIIMM • p a,____ 00/ Corcr, C+ r 'r l A = O ; / 850 A s (9 ') — 1 / $ (/8 ')-4-:1850 ' ( z s Y = 3, Z 3 /6s ( �) + 1 `L r 9 O j VA — J 85-0 . X63 + 3Z /As 8 (50 /1), 0 c:... Vp _ 9 � 3.0/1D( A) 9.4 b 324 x i4 EAT O. qta'` 483 PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: Date: By: Job No.: SH.: 2 S.E. CONSULTANTS, INC. _ - - . . _ _ _ r - r • • • 1 11.< i. 1 1 I I+ r r I r 1 1 _ r r r r _ - . . • ..- r - _.- _ . Out, Zak,- co / h3 CON T. I�orttiN /. /2 k - —8.05 z -FT • D. D t,J I-I = O f1 A =0 ; )000' (c �) Yn( + + 1000. " S (22.5.') _ I , e . p I bs 1 = o) V A — / o 00 b -: FT i 146° b� - FT y T /000, !6 -#r _ 0 VA = 250.0 /bs PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: Date: By: Job No.: SH.: 3 S.E. CONSULTANTS, INC. T • o) /q3 O. ZS .r 4 - 5HEAe 0.73 t. aZS ilyskovr • tG -Fr -9.5 - o.SI PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: Date: By: Job No.: SH.: 4 S.E. CONSULTANTS, INC. T , • • • • • • • • • • • • • : �� • nommummores t o t , r 2o6 64)/ 43 CFS Version 4.11 Page 1 Section: 10x2.5- 12 Gage Cee.sct Steve Schaub, P.E. Channe11Ox2.5 -12 Gage S.E. Consultants, Inc. Rev. Date: 11/14/20059:35:26 AM By: Steve Schaub, P.E. 4- 1 Section Inputs Material: A607 Class 1 Grade 55 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 0 in "6 Torsion Constant Override, J 0 in"4 UnStiffened Channel, Thickness 0.1046 in Placement of Part from Origin: . X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.0000 270.000 0.19400 None 0.000 0.0000 0.5000 2 2.5000 180.000 0.19400 Single 0.000 0.0000 1.2500 3 10.0000 90.000 0.19400 Single 0.000 0.0000 5.0000 4 2.5000 0.000 0.19400 Single 0.000 0.0000 1.2500 5 1.0000 - 90.000 0.19400 None 0.000 0.0000 0.5000 e 5 e 2to 6 - - a,/ ci- CFS Version 4.11 Page 1 Analysis: IBC overhang purlin.anl Steve Schaub, P.E. 18 -0" purlin w/ 9' -0" overhang S.E. Consultants, Inc. Rev. Date: 5/26/20064:59:25 PM By: Steve Schaub, P.E. 4 ' 4 Analysis Inputs Members Section File Revision Date and Time 1 10x2.5- 12 Gage Cee.sct 11/14/2005 9:35:26 AM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.000 27.000 Top 0.4000 0.0000 0.0000 Supports Type Location Brg Length K (ft) (in) 1 XYT 0.000 1.000 1.0000 2 XT 9.000 1.000 1.0000 3 XYT 18.000 1.000 1.0000 4 XT 22.500 1.000 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.01 -0.01 k /ft 2 Distributed 90.000 18.000 27.000 -0.02 -0.02 k /ft Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.09 -0.09 k /ft 2 Distributed 90.000 18.000 27.000 -0.18 -0.18 k /ft Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 0.06 0.06 k /ft 2 Distributed 90.000 18.000 27.000 0.13 0.13 k /ft Load Combination: D +L Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 1.0000 e e01 2'G 6(_)/ v /- CFS Version 4.11 Page 2 Analysis: IBC overhang purlin.anl Steve Schaub, P.E. 18 -0" purlin w/ 9' -0" overhang S.E. Consultants, Inc. Rev. Date: 5/26/20064:59:25 PM By: Steve Schaub, P.E. - Load Combination: 0.6D +W Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Wind Load 1.0000 Member Check - 2001 AISI Specification - US (ASD) Load Combination: D +L Design Parameters at 18.000 ft, Left side: Lx 18.000 ft Ly 8.753 ft Lt 8.753 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 10x2.5- 12 Gage Cee.sct Cbx 1.9330 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) Total 0.000 -8.252 -1.401 0.000 0.000 Applied 0.000 -8.252 -1.401 0.000 0.000 Strength 14.195 11.198 10.831 1.880 8.210 Effective section properties at applied loads: Ae 1.6902 in Ixe 23.600 in'4 Iye 1.349 in'4 Sxe(t) 4.7200 in ^ 3 Sye(1) 2.0530 in ^ 3 Sxe(b) 4.7200 in"3 Sye(r) 0.7319 in Interaction Equations AISI Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.737 + 0.000 = 0.737 <= 1.0 AISI Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.737 + 0.000 = 0.737 <= 1.0 AISI Eq. C3.3.1 -1 (Mx, Vy) 0.406 + 0.017 = 0.422 <= 1.0 AISI Eq. C3.3.1 -1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 Member Check - 2001 AISI Specification - US (ASD) Load Combination: 0.6D +W Design Parameters at 18.000 ft, Left side: Lx 18.000 ft Ly 9.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 10x2.5- 12 Gage Cee.sct ' Cbx 1.9091 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) Total 0.000 4.526 0.739 0.000 0.000 Applied 0.000 4.526 0.739 0.000 0.000 Strength 13.569 12.954 10.831 1.863 8.210 Effective section properties at applied loads: Ae 1.6902 in Ixe 23.600 in Iye 1.349 in "4 Sxe(t) 4.7200 in'3 Sye(1) 2.0530 in Sxe(b) 4.7200 in Sye(r) 0.7319 in'3 7 6 2i7 e 60 /q CFS Version 4.11 Page 3 Analysis: IBC overhang purlin.anl Steve Schaub, P.E. 18 -0" purlin w/ 9' -0" overhang S.E. Consultants, Inc. Rev. Date: 5/26/20064:59:25 PM By: Steve Schaub, P.E. Interaction Equations AISI Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.349 + 0.000 = 0.349 <= 1.0 AISI Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.349 + 0.000 = 0.349 <= 1.0 AISI Eq. C3.3.1 -1 (Mx, Vy) 0.122 + 0.005 = 0.127 <= 1.0 AISI Eq. C3.3.1 -1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 8 e / CFS Version 4.11 Analysis: IBC overhang purlin.anl Steve Schaub, P.E. 18 -0" purlin w/ 9' -0" overhang S.E. Consultants, Inc. Rev. Date: 5/26/20064:59:25 PM By: Steve Schaub, P.E. Load Combination: D +L, Y Direction Reaction (k) ' T ' 0.48429 3.2349 1.8337 0.48429 Shear I (k) - 1.4012 1.1195 Moment (k -ft) - 8.2517 a 0.10979 Deflection (in) - 0.95214 9 L LB CFS Version 4.11 ` �v / Analysis: IBC overhang purlin.anl Steve Schaub, P.E. 18 -0" purlin w/ 9' -0" overhang S.E. Consultants, Inc. Rev. Date: 5/26/20064:59:25 PM By: Steve Schaub, P.E. Load Combination: 0.6D +W, Y Direction - - 1.7446 - 0.23593 Reaction y (k) 0.73881 • Shear (k) -0.23593 - 1.0058 4.526 Moment (k -ft) - 0.51393 0.54015 Deflection (in) - 0.068206 10 CALCULATIONS FOR � J i o 2t - Cx f 43 Job: Timber Crest Condos (9' -0" x 18' -0" BSP) Address : SW Bonita Road Tigard, OR (These calculations apply to the job at this address only.) Client: Baja Construction Co. (8365 -) Index to Calculations Sheet Item 1 Basis For Design 2 -4. r 1i Design Loads 5 14 �� Plan and Elevation View 4 1 tiVr 3214t ti 6 -9 Deck Design VALID ONLY !I,� , % 10 gt ; Purlin Design WET SEA S 19 -25 Rafter Design 26 _"'�'�+ Knee Connection 27 -31 °'��; � Column Design 32 -34 SI4R mVIODATE63006. Foundation Design .,' 0 7 .11 ( 1) /k Copyright 4/06 Project Engineer Robert E. Chambers Job # 0783 -06 S.E. CONSULTANTS, INC. 5800 East Thomas Road, Suite 104 Scottsdale, Arizona 85251 Phone: (480) 946 -2010 Fax: (480) 946 -1909 BASIS FOR DESIGN DEAD LOADS Roof Panels actual LIVE LOADS Roofs 25.0 psf., (Snow) LATERAL Wind Wind Load Basis: 90 mph Exposure: C Seismic Use Group: Seismic Design Cat: D CODE: 2003 International Building Code 2001 Edition of Cold- Formed steel design manual STRESSES OF MATERIALS CONCRETE Footings f c = 2500 psi. STEEL Reinforcing fy = 60000 psi. A-615, Grade 40 Weldable Reinforcing fy = 60000 psi. A -706, Grade 40 Roof Deck fy = 80000 psi. A-653, Grade 80 Cold formed Steel fy = 55000 psi. A-653, Grade 55 SOIL AIIow. Soil Bearing Allow. Lat. Bearing 2000 psf 150 psf / ft Structural Wide Flange fy = 36000 psi. A-36 or fy = 50000 psi. A -572 Tube fy = 46000 psi. A -500 Pipe fy = 36000 psi. A -501 PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: 41,102 a'fasr4. Date: 41496 By: geC Job No.: O1 S.E. CONSULTANTS, INC. IBC 2003 WIND: BUILDING DATA: go I _-OO 13 Basic wind speed (3 sec gust) = 90 MPH Figure 1609 I Exposure C ° 1609.4 Roof Pitch = 0.25 :12 Mean Roof Height h = 8.167 ft Importance factor l 1.00 Table 1604.5 1) IBC 1609.6 SIMPLIFIED PROVISIONS FOR LOW -RISE BUILDING Height Adjustment factor A = 1.21 Table 1609.6.2.1(4) -12.95 -8.23 -12.95 -8.23 (- 18.63) (- 10.65) (- 18.63) (- 10.65) -4.84" 1111 \ ( -8.11) e= 1.2 • MI IL\ MI 10.29 1111 10.29 H =8.4 (15.49) All forces shown in psf 8.167 IN (15.49) IIII = 18 4 = 144 4. TRANSVERSE ELEV. LONGITUDINAL ELEV. 1 (15.40 2a= 6.0 ft 12. 10 % of least dimension= �\ 144 12.36 kips 40 % of the eave height = 3.3 ft 1 0.3p5f 8 1 1.79 k 4 % of least dimension or 3 ft= 3.0 ft sf 10.29 0 p therefore 3.0 ft 6.0 ft All forces shown in psf 1.8 ft 6.0 it Example, from T- 1609.6.1(1) 2a a = = longitudinal for wall "Tim m -. } ? horizontal load at end zone P530 = 12.8 x 10.29 (15.49) Height Adjustment factor A = 1.21 = 15.49 psf x PLAN VIEW Importance factor lw = 1.00 FIGURE 1609.6.2.1, Main Windforce Loading TABLE 1609.6.2.1(1), MWFRS Horizontal Loads Vertical Loads Load Roof End Zone Interior zone End Zone Interior zone Overhang Direction Angle Wall (A) Roof (B) Wall (C) Roof (D) WW (E) LW (F) WW (G) LW (H) EOH GoH Transverse 1.2 15.49 -8.11 10.29 -4.84 -18.63 -10.65 -12.95 -8.23 -26.14 -20.45 Longitudinal All 15.49 -8.11 10.29 -4.84 -18.63 -10.65 -12.95 -8.23 -26.14 -20.45 ' If roof pressure under horizontal loads is less than zero, use zero Wind pressure shown in (xxx) for End Zone. Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively. TABLE 1609.6.2.1(2), COMPONENT AND CLADDING • Roof effective area = 324 sq. ft, 9= 1.2 Effective Area for wall element = 0 Sq. ft Interior Zone 1 = 6.89 -14.89 psf Wall, Interior Zone 4 = 17.67 -19.12 psf End Zone 2 = 6.89 -20.32 psf End Zone 5 = 17.67 -23.60 psf Conner Zone 3 = 6.89 -30.26 psf Roof Overhang effective area = 324 sq. ft Interior Zone 2 = -31.39 psf End Zone 3 = -33.08 psf IBC 1605.2.1(LRFD) U = 0.9D + 1.6W IBC 1605.3.1(ASD), U = 06D + W, increase in allowable shall not be used. IBC 1605.3.2(ASD), U = D + 1.3 W, allowable stress are permit to be increased. a 6 ,--) International Building Code - 2003 Soil Site Class = D Seismic Use Group = 1 O.K. Ss = 105.4 % Si = 35.2% Table 1615.1.2 (1) (Fa) Site Class Mapped spectral response acceleration at short periods (Ss) 0.25 0.50 0.75 1.00 1.25 A 0.80 0.80 0.80 0.80 0.80 B 1.00 1.00 1.00 1.00 1.00 C 1.20 1.20 1.10 1.00 1.00 D 1.60 1.40 1.20 1.10 1.00 E 2.50 1.70 1.20 0.90 - 0.90 F - - - - - Fa = 1.078 (interpolated) SMS = Fa *Ss = 1.137 Table 1615.1.2 (2) (Fv) Site Class Mapped spectral response acceleration at 1 sec. periods (S1) 0.10 0.20 0.30 0.40 0.50 A 0.80 0.80 0.80 0.80 0.80 B 1.00 1.00 1.00 1.00 1.00 C 1.70 1.60 1.50 1.40 1.30 D 2.40 2.00 1.80 1.60 1.50 E 3.50 3.20 2.80 2.40 - F - - - - - Fv = 1.696 (interpolated) Simi = Fv * Si = 0.597 SDS = 2/3 * SMS = 0.758 Sot = 2/3 *Sun = 0.398 Sds Seismic Use Group Sdi Seismic Use Group > I 1 11 1 Ill 1 I 11 1 in 0.000 A A A 0.000 A A A 0.167 B B C 0.067 B B C 0.330 C C D 0.133 C C D 0.500 D D D 0.200 D D D Seismic Design Category = D PRELIMINARY UNLESS SEALED 0 N EACH SH OR ON COVER SHEET J o b : l4 Cna�s.rt. D a t e : ' 4 1 0 1 . 0 B Y : / . p 3G G Job No.: OO&3-O ?SH.: 3 S.E. CONSULTANTS, INC. gyp guy w1'" Earthquake Lateral /Longitudinal Load to Column - 2003 IBC Seismic Use Group = I Seismic Design Category = D I = 1.00 Ss = 105.40 % S1 = 35.20 % SMS = 1.137 SMI = 0.597 R = 2.50 Height = 8.167 ft T = 0.035 (hn) "0.75 = 0.169 r Reliability /redundancy Factor = 1.00 SDS = 0.758 Soi = 0.398 (16 -35) V = Sos / [R/I] = 0.303 W (16 -36) V = SDI / [(R/I)T] = 0.942 W (16 -37) V = 0.044' S, / [R/I] = 0.006 W (16 -38) V = 0.5' Si / [R/I] = 0.070 W V (Controls) = 0.303 W kips PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: 4 r re. Date: ike, By: LSC Job No.: 0483OpSH.: S.E. CONSULTANTS, INC. 8u ( 2vvo - cv t(-1-- VARIES - ERE OCCURS WHERE OCCU' 18' -0' EQUAL SPACES WHERE OCCURS O 1e' - A PURUN A A - COLUMN V UIDSPAN V V (SEE BRACING I P+ntIN0(.EE su ®) . U CLIP i a 1 I O PUR LPI� ARi COLUMN I O $ IODSPAN A Cr AT BEAM CON N 1 I. i) W - RAp11G - 1 A GOLIJI''H _ - _ _I o 1 � -- _ V AT POU J I I I PU I-INSINEE SCHEN , - I - - -- - -- - -- — --I— — -- —J ' ROOF ('S .S® A ) ROOF UNE SEE 5G®. ROOF FRAMING PLAN va•.r -o• 1e' -0• e' -o• 1o•-D• v T t 9LOPE .......1/4.12 ROOF DECK j_O✓•t+ =�I v v 1 N. BEAN ae Lj PURUN - G U -CUP BRACE 4 V o r COLUMN n m i i i i I i k ...._ ... CNSEE SSON FOOTING .J SCHEDULE CD CROSS SECTION vn... - , -�.... .r ..=e. a. ea .� ..= sv.r.,,:, .e -. _ ;:_. y- ....,.- y _:a.. ✓.; .r .,r.. -�., �._ . < . ..r..:..:- .a.- ...... :.. >.,...._.,......�..�s....�...._ ...._., ....n._ _ ...... .... .. :.. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: ,jg c,,ore, Date: 4/b4. By: E6C Job No.: Q 83 %SH.: .5 S.E. CONSULTANTS, INC. 6 Z 2 lv°-Uo /03 ®3 6TM Roof & Wall 11111111\t 26 & 29 Gauge Cladding Panels Featuring ZifCa'Ume For Twice the Life! - Zincalume combines the strength of steel with the corrosion resistance of aluminum for twice the life - of most zinc coatings. • HR - 36 Roof & Wall (Typical Roof Application) H R 36TH Roof & Wall is a through - fastened metal 11/2" I 7'16 Painted side panel with 36" net coverage. HR -36 Roof & Wall is pre - _� dominantly used in industrial and light commercial ` applications. , f < 36" Net Coverage HR 36 Roof &Wall Section Properties D Wider coverage means fewer panels to handle and Gauge Wt. 5+ I+ 5— install, saving time and money. (Ibs/ftz) (in' /ft) (in' /ft) (in'/ft) (in'/ft) ❑ Long spanning capability, design provides superior Toad 29 0.74 0.0618 0.0576 0.0549 0.0589 and span capacities, saving money in structural support 0 26 0.98 0.0895 0.0825 0.0839 0.0838 - ❑ Quick, economical trim packages available as standard trim pieces that can be ordered by number. ❑ High tensile steel panels in 26 gauge available with the DuraTech'nt coating or unpainted Zincalume® Plus. ❑ Exceptional value in high tensile steel 29 gauge panels coated with the ColorGuardT"'xt coating system. Choose from Surf White, Desert Beige, Lightstone or • Zincalume' Plus for unpainted applications. ❑ Fiberglass panels are available in matching profile. • A A EP S PAIN www.aepspan.com Engineered Solutions in Metal Tacoma, WA 800 -733 -4955, 253 - 383 -4955 FAX 253 - 272 -0791 • Fontana, CA 800 -272 -2466, 909 - 823 -0401 FAX 909 - 823 -2625 Dallas, TX 800 - 527 -2503, 214 - 827 -1740 FAX 214 - 828 -1394 H -316TH Roof & Wall 160e zoo L)--W1 26 & 29 Gauge Cladding Panels Allowable Load (Ibs /ft SPAN (ft.) Gauge Span Condition 4 5 6 7 8 9 10 SS f 92 59 41 30 • 23 18 14 U180 78 40 23 14 9 6 5 29 DS f • 82 52 36 26 20 16 13 11180 82 52 36 26 20 16 12 TS f 102 65 45 33 25 20 16 L/180 102 65 43 27 18 13 9 SS f 134 85 59 43 33 26 21 11180 112 57 33 21 14 9 7 26 DS f 125 80 55 41 31 24 20 U180 125 80 55 41 31. 23 17 TS f 157 100 69 51 39 31 25 U180 , 157 100 62 39 26 • 18 13 Deflection Limit 11180 Allowable Span (ft.- in) Allowable Load (psf) Gauge Span Condition 15 20 25 30 35 40 SS f 9 -11 8 -7 7 -8 7-0 6 -6 6-1. 11180 6-11 6 -3 5 -10 5 -6 5 -2 5-0 29 DS f 9-4 8 -1 7 -3 6 -7 6-1 5 -8 L/180 9 -3 8 -1 7 -3 6-7 6-1 5 -8 TS f 10-5 9-0 8 -1 7-4 6-10 6 -5 • • U180 8 -7 7 -9 .7 -2 6-9 6 -5 6-2 SS f 11 -11 10-4. 9 -3 8 -5 7 -10 7 -3 • U180 7 -10 7 -1 6-7 6 -2 5 -10 5 -7 26 DS f 11 -7 10-0 8 -11 8-2 7 -7 7 -1 U180 10 -5 9 -6 8 -10 8-2 7 -7 7 -1 TS f 12 -11 11 -2 10-0 9 -1 8 -5 7 -11 11180 9 -8 8 -9 8-1 7-8 7 -3 6 -11 Deflection Limit 11180 Notes: Loading Table Legend • Top values based on allowable stress. Bottom values based on allow- . able deflection of U780. f -Load limited by flexural bending stress • Steel conforms to ASTM A653 (Galvanized) or ASTM A792 L -Span (Ztncalumes) with 80,000 psi minimum yield. Uxxx -Load limited b deflection • Values are based on the American Iron and Steel institute (AISI) ' "Cold Formed Steel Design Manual" (1996 Edition) SS - Single span • Tabulated values are for positive loading only. DS Double span Specifications subject to change without notice. 0 0 TS - Triple span --© © © . I • AEP SPAN Engineered Solutions in Metal Zincalume® is a registered trademark of BHP Steel ()LA) Pty Ltd 0 ASC Profiles inc. December 2002 Printed in USA Revision 5M (P51 66-R) C)167 21V ( 43 THE FOLLOWING IS BASED ON THE 1996 EDITION OF THE COLD - FORMED STEEL DESIGN MANUAL d = Nominal screw diameter dw = Larger of Head or Washer Diameter, not larger than 1/2" Factor of Safety = 3.0 Pas = allowable shear force per screw • Pns = nominal shear strength per screw Pat = allowable tension force per screw Pnt = nominal tension strength per screw Pnot = pull -out per screw Pnov = pull -over per screw t1 = thickness of member in contact with the screw head t2 = thickness of member not in contact with the screw head Fu1 = tensile strength of member in contact with screw Fu2 = tensile strength of member not in contact with screw = 11 = = = == 1= 11t1 = 0.0179 in. Approximate Gauge = 26 Fu1 = 65000 psi, Fy = 55000 psi 11t2 = 0.1046 in. Approximate Gauge = 12 Fu2 = 65000 psi, Fy = 55000 psi II Screw No. 12 II Shank Diam. = 0.216 in. SECTION E4.3.1 CONNECTION SHEAR GOVERNED BY BASE METALS t2 /t1 = 5.8436 t2 /t1 >= 2.5, USE EQUATIONS E4.3.4 & E4.3.5 WHEN t2 /t1 <= 1.0 WHEN t2 /t1 >= 2.5 Equation E4.3.1 = 4292.3 Ibs /screw Equation E4.3.4 = 678.6 Ibs /screw Equation E4.3.2 = 678.6 Ibs /screw Equation E4.3.5 = 3965.2 Ibs /screw Equation E4.3.3 = 3965.2 Ibs /screw Pns (smallest of the above:) = 678.6 Ibs /screw Pns (smallest of the above:) = 678.6 Ibs /screw Pas = Allow. Shear per SCREW = Pns/ (F.S. of 3.0) = 226.2 Ibs /screw * Allow. Shear Capacity of Screw 625.0 # /screw * Based on "HILTI" w/ F.S. of 3.0 SECTION E4.4, TENSION Equation E4.4.1.1, Pullout Force, Pnot = 1248.3 Ibs /screw Equation E4.4.2.1, Pullover Force, Pnov = 545.4 Ibs /screw Pnt = nominal tension strength per screw = lesser of Pnot & Pnov Pnt = 545.4 Ibs /screw Pat = Allow. Tension per SCREW = Pnt/ (F.S. of 3.0) = 181.8 Ibs /screw I II I = = = =1I II 1 11 1 Allowable Shear per Screw = 226.2 Ibs /screw II 1 Allowable Tension per Screw = 181.8 Ibs /screw 11 II I 11 NOTE: Shear Govemed By Base Metals. II I II • II I = = = =I1 NOTE: 1. Minimum Spacing of screws shall not be less than 3d 2. Minimum Edge Distance of screws shall not be less than 3d (May be 1.5d in direction perpendicular to force, when connection is subject to shear in one direction.) 3. The head of the screw or the washer shall have a diameter, dw of not less than 5/16 inch, washers • shall be at least 0.050 inch thick. 4. Values may be increased 33% for wind or earthquake loads. PRELIMINARY UNLESS SEALED O p N EACH SHEET OR ON COVER SHEET p Job: `(�I sre- Date: 4 /0o By: rc.GC Job No.: TW �p 'V SH.: 8 S.E. CONSULTANTS, INC. 6,, IP -- 0 U 1 L3 SCREW CAPACITIES IN LIGHT GAUGE COLD FORMED STEEL THE FOLLOWING IS BASED ON THE 1996 EDITION OF THE COLD - FORMED STEEL DESIGN MANUAL DEFINITIONS: - d = Nominal screw diameter dw = Larger of Head or Washer Diameter, not larger than 1/2" Factor of Safety = 3.0 Pas = allowable shear force per screw Pns = nominal shear strength per screw Pat = allowable tension force per screw Pnt = nominal tension strength per screw Pnot = pull -out per screw Pnov = pull -over per screw t1 = thickness of member in contact with the screw head t2 = thickness of member not in contact with the screw head Fu1 = tensile strength of member in contact with screw Fu2 = tensile strength of member not in contact with screw SECTION E4.3.1 CONNECTION SHEAR WHEN t2 /t1 <= 1.0 Equation E4.3.1 Pns = 4.2(t2 ^3 * d)^0.5* Fu2 Equation E4.3.2 Pns = 2.7 ti * d * Fu1 Equation E4.3.3 Pns = 2.7 t2 * d* Fu2 WHEN t2 /t1 >= 2.5 Equation E4.3.4 Pns = 2.7 t1 * d * Fu1 Equation E4.3.5 Pns = 2.7 t2 * d * Fu2 Pas = ALLOW. SHEAR PER SCREW = Pns/ (F.S. of 3.0) SECTION E4.4, TENSION Equation E4.4.1.1, Pnot, Pull -out force = 0.85 tc d Fu2 Equation E4.4.2.1, Pnov, Pull -over force = 1.5 t1 dw Fu1 Pnt = nominal tension strength per screw = lesser of Pnot & Pnov Pat = ALLOW. TENSION PER SCREW = Pnt/ (F.S. of 3.0) NOTES: 1. Minimum Spacing of screws shall not be Tess than 3d 2. Minimum Edge Distance of screws shall not be Tess than 3d (May be 1.5d in direction perpendicular to force, when connection is subject to shear in one direction.) 3. The head of the screw or the washer shall have a diameter, dw of not less than 5/16 inch, washers shall be at least 0.050 inch thick. 4. Values may be increased 33% for wind or earthquake loads. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: ��,JRCoikeSrG, Date: 1/04 By: EEC Job No.: OF93 9 S.E. CONSULTANTS, INC. ac)P - 6() / 2 PURLIN Code Requirements = IBC Structures Basic Geometry Roof slope = 0.25 /12 Length = 18.00 feet Tributary Width = 9.00 feet Total Tributary Area = 162.00 Sq. Ft. Total Live Load = 25.00 psf Dead Load = 2.00 psf Live Load (reduced) = 25.00 psf Snow Load = 25.00 psf Total Gravity Load = 27.00 psf Wind Uplift = 12.95 psf w (dead) = D.L. x Trib. Lgth. = 18.00 Ibs /ft. w (live) = L.L. x Trib. Lgth. = 225.00 lbs/ft. w (snow) = S.L. x Trib. Lgth. = 225.00 Ibs /ft. w (T.L.) = Uniform Gravity Load = 243.00 lbs/ft. w (U.L.) = Uniform Uplift Load = 98.55 lbs/ft. MOMENTS DUE TO GRAVITY LOADS M (Simple) = w (T.L.) x LA2 / 8 = 9.842 ft -kips MOMENTS DUE TO WIND LOADS M (Simple) = w (W.L.) x LA2 / 8 = 3.991 ft -kips MAXIMUM END REACTIONS DUE TO GRAVITY LOADS R(Simple) = w(T.L.) x L / 2 = 2.187 kips MAXIMUM END REACTIONS DUE TO WIND UPLIFT LOADS R(Simple) = w(U.L.) x L / 2 = 0.887 kips MINIMUM NUMBER OF SCREWS REQUIRED FOR END SUPPORT Maximum capacity of #12 screw in shear = 0.618 kips Minimum number of screws required = 4 - #12 screws See detail for actual number of screws required. See CFS computer run for design size PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: � �g � Date: 44 By: eEC Job No.: `04SH S.E. CONSULTANTS, INC. t Oo t a 2a.:6- r 01 - 3 CFS Version 4.11 Page 1 Section: 10x2.5- 12 Gage Cee- unstiffened.sct Steve Schaub, P.E. BHP 10x2.5 - 12 Gage Cee S.E. Consultants, Inc. Rev. Date: 11/1/20052:08:19 PM By: Steve Schaub, P.E. ♦ I Section Inputs Material: A607 Class 1 Grade 55 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 0 in "6 Torsion Constant Override, J 0 in "4 Cee, Thickness 0.1017 in (12 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.0000 270.000 0.19400 None 0.000 0.0000 0.5000 2 2.5000 180.000 0.19400 Single 0.000 0.0000 1.2500 3 10.0000 90.000 0.19400 Single 0.000 0.0000 5.0000 4 2.5000 0.000 0.19400 Single 0.000 0.0000 1.2500 • 5 1.0000 - 90.000 0.19400 None 0.000 0.0000 0.5000 // CFS Version 4.11 6 2ock 60 ( 43 Page 1 Analysis: IBC purlin analysis std.anl Steve Schaub, P.E. 18' -0" purlins S.E. Consultants, Inc. Rev. Date: 4/7/20068:14:44 AM By: Steve Schaub, P.E. Analysis Inputs Members Section File Revision'Date and Time 1 10x2.5- 12 Gage Cee- unstiffened.sct 11/1/2005 2:08:19 PM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.000 18.000 Top 0.4000 0.0000 0.0000 Supports Type Location Brg Length K (ft) (in) 1 XYT 0.000 1.000 1.0000 2 XT 9.000 1.000 1.0000 3 XYT 18.000 1.000 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.02 -0.02 k /ft Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 -0.23 -0.23 k /ft Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 18.000 0.12 0.12 k /ft Load Combination: D +L Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 1.0000 Load Combination: 0.6D +W Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Wind Load 1.0000 /Z o rob-c014 .E CFS Version 4.11 Page 2 - Analysis: IBC purlin analysis std.anl Steve Schaub, P.E. 18' -0" purlins S.E. Consultants, Inc. Rev. Date: 4/7/20068:14:44 AM By: Steve Schaub, P.E. Member Check - 2001 AISI Specification - US (ASD) Load Combination: D +L • Design Parameters at 9.000 ft, Left side: Lx 18.000 ft Ly 9.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 10x2.5- 12 Gage Cee- unstiffened.sct Cbx 1.2987 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top Moment Reduction, R: 0.4000 Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) Total 0.000 10.068 0.000 0.000 0.000 Applied 0.000 10.068 0.000 0.000 0.000 Strength 13.094 12.618 9.949 1.816 8.007 Effective section properties at applied loads: Ae 1.6448 in'2 Ixe 22.987 in'4 Iye 1.317 in'4 Sxe(t) 4.5974 in'3 Sye(1) 2.0045 in'3 Sxe(b) 4.5974 in'3 Sye(r) 0.7143 in'3 Interaction Equations AISI Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.798 + 0.000 = 0.798 <= 1.0 AISI Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.798 + 0.000 = 0.798 <= 1.0 AISI Eq. C3.3.1 -1 (Mx, Vy) 0.637 + 0.000 = 0.637 <= 1.0 AISI Eq. C3.3.1 -1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 Member Check - 2001 AISI Specification - US (ASD) Load Combination: 0.6D +W Design Parameters at 9.000 ft: Lx 18.000 ft Ly 9.000 ft Lt 9.000 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Section: 10x2.5- 12 Gage Cee- unstiffened.sct Cbx 1.2987 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top Moment Reduction, R: 0.4000 Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) - Total 0.000 - 4.1652 0.000 0.0000 0.000 Applied 0.000 - 4.1652 0.000 0.0000 0.000 Strength 13.094 9.1330 9.949 1.8164 8.007 Effective section properties at applied loads: Ae 1.6448 in Ixe 22.987 in Iye 1.317 in Sxe(t) 4.5974 in'3 Sye(1) 2.0045 in Sxe(b) 4.5974 in'3 Sye(r) 0.7143 in'3 Interaction Equations AISI Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.456 + 0.000 = 0.456 <= 1.0 AISI Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.456 + 0.000 = 0.456 <= 1.0 AISI Eq. C3.3.1 -1 (Mx, Vy) 0.109 + 0.000 = 0.109 <= 1.0 AISI Eq. C3.3.1 -1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 /3 OVERHANG PURLINS } 60e 2 0(- 6 L1 a{ L2 C✓v l II Code Requirements = IBC Structures Basic Geometry Roof Slope = 0.25 /12 Length of overhang (L1) = 9.00 feet Length of bay space (L2) = 18.00 feet Total Length of rafter (L) = 27 feet Tributary Width on rafter = 9.00 feet Total Tributary Area = 243 sq. ft. Total Live Load = 25.00 psf Dead Load = 2.00 psf Live Load (reduced) = 25.00 psf Snow Load = 25.00 psf Total Gravity Load = 27.00 psf Wind Uplift = 12.95 psf w (dead) = D.L. x Trib. Lgth. = 18.00 Ibs /ft. w (live) = L.L. x Trib. Lgth. = 225.00 Ibs /ft. w (snow) = S.L. x Trib. Lgth. = 225.00 Ibs /ft. w (T.L.) = Uniform Gravity Load = 243.00 lbs/ft. w (W.L.) = Uniform Uplift Load = 98.55 Ibs /ft. MOMENTS DUE TO GRAVITY LOADS M (for overhang) = 9.84 ft-kips M (between supports) = 5.54 ft-kips MOMENTS DUE TO WIND LOADS - DEAD LOADS M (for overhang) = 3.99 ft-kips M (between supports) = 2.25 ft-kips MAXIMUM END REACTIONS DUE TO GRAVITY LOADS R1 = 1.64 kips R2 = 4.92 kips MAXIMUM END REACTIONS DUE TO UPLIFT LOADS R1 = 0.67 kips R2 = 2.00 kips MINIMUM NUMBER OF SCREWS REQUIRED FOR END SUPPORT Maximum capacity of #12 screw in shear = 0.625 kips Minimum number of screws required = 8 - #12 screws See CFS computer run for design size PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: r fp 'f31�+, Date: 410 B y: IJo No.: 048,3<[66H.: /4 S.E. CONSULTANTS, INC. Purlin overhang.XLS CFS Version 4.11 Page 1 Section: 10x2.5- 12 Gage Cee- unstiffened.sct Steve Schaub, P.E. BHP 10x2.5 - 12 Gage Cee S.E. Consultants, Inc. Rev. Date: 11/1/20052:08:19 PM By: Steve Schaub, P.E. 6 '( 11 60 e 0 L�� 7 ` _63 ♦ 1 Section Inputs Material: A607 Class 1 Grade 55 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 0 in "6 Torsion Constant Override, J 0 in "4 Cee, Thickness 0.1017 in (12 Gage) Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.0000 270.000 0.19400 None 0.000 0.0000 0.5000 2 2.5000 180.000 0.19400 Single 0.000 0.0000 1.2500 3 10.0000 90.000 0.19400 Single 0.000 0.0000 5.0000 4 2.5000 0.000 0.19400 Single 0.000 0.0000 1.2500 5 1.0000 - 90.000 0.19400 None 0.000 0.0000 0.5000 /5 Op P CFS Version 4.11 Page 1 Analysis: IBC overhang purlin.anl Steve Schaub, P.E. 18' -0" purlin w/ 9' -0" overhang S.E. Consultants, Inc. Rev. Date: 4/7/20068:22:30 AM By: Steve Schaub, P.E. T 4 Analysis Inputs Members Section File Revision Date and Time 1 10x2.5- 12 Gage Cee- unstiffened.sct 11/1/2005 2:08:19 PM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.000 27.000 Top 0.4000 0.0000 0.0000 Supports Type Location Brg Length K (ft) (in) 1 XYT 0.000 1.000 1.0000 2 XT 9.000 1.000 1.0000 3 XYT 18.000 1.000 1.0000 4 XT 22.500 1.000 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.000 -0.02 -0.02 k /ft Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.000 -0.23 -0.23 k /ft Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Distributed 90.000 0.000 27.000 0.12 0.12 k /ft Load Combination: D +L Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 1.0000 /t■ CFS Version 4.11 Page 2 Analysis: IBC overhang purlin.anl Steve Schaub, P.E. 18' -0" purlin w/ 9' -0" overhang S.E. Consultants, Inc. Rev. Date: 4/7/20068:22:30 AM By: Steve Schaub, P.E. Load Combination: 0.6D +W ' Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 3 Wind Load 1.0000 Member Check - 2001 AISI Specification - US (ASD) Load Combination: D +L Design Parameters at 18.0000 ft, Right side: Lx 9.0000 ft Ly 4.5000 ft Lt 4.5000 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: 10x2.5- 12 Gage Cee- unstiffened.sct Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k-ft) (k) (k -ft) (k) Total 0.000 - 10.068 2.237 0.000 0.000 Applied 0.000 - 10.068 2.237 0.000 0.000 Strength 24.957 12.378 9.949 1.960 8.007 Effective section properties at applied loads: Ae 1.6448 in Ixe 22.987 in Iye 1.317 in Sxe(t) 4.5974 in'3 Sye(1) 2.0045 in'3 Sxe(b) 4.5974 in'3 Sye(r) 0.7143 in Interaction Equations AISI Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.813 + 0.000 = 0.813 <= 1.0 AISI Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.813 + 0.000 = 0.813 <= 1.0 AISI Eq. C3.3.1 -1 (Mx, Vy) 0.637 + 0.051 = 0.687 <= 1.0 AISI Eq. C3.3.1 -1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 Member Check - 2001 AISI Specification - US (ASD) Load Combination: 0.6D +W Design Parameters at 18.0000 ft, Right side: Lx 9.0000 ft Ly 4.5000 ft Lt 4.5000 ft - Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: 10x2.5- 12 Gage Cee- unstiffened.sct Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in c Braced Flange: Top Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) Total 0.000 4.165 - 0.926 0.000 0.000 Applied 0.000 4.165 -0.926 0.000 0.000 Strength 24.957 12.618 9.949 1.960 8.007 Effective section properties at applied loads: Ae 1.6448 in Ixe 22.987 in'4 Iye 1.317 in'4 Sxe(t) 4.5974 in'3 Sye(1) 2.0045 in'3 Sxe(b) 4.5974 in Sye(r) 0.7143 in /; Eve 2ev &--ooNt �- CFS Version 4.11 Page 3 Analysis: IBC overhang purlin.anl Steve Schaub, P.E. 18' -0" purlin w/ 9' -0" overhang S.E. Consultants, Inc. Rev. Date: 4/7/20068:22:30 AM By: Steve Schaub, P.E. Interaction Equations AISI Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.330 + 0.000 = 0.330 <= 1.0 AISI Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.330 + 0.000 = 0.330 <= 1.0 AISI Eq. C3.3.1 -1 (Mx, Vy) 0.109 + 0.009 = 0.118 <= 1.0 AISI Eq. C3.3.1 -1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 i8 BEAM P1 I ls— L3 l 4P2 (91, C y (, L 1 1, 1 4 1 , L 2 1 R 1 BAY SPACING 18 Feet Roof Slope 0.25 /12 CANOPY WIDTH 18 Feet TRIBUTARY AREA 324 Sq. Ft. USE L.L. 25.00 psf D.L. 2.00 psf L.L. 25.00 psf WIND UPLIFT 12.95 psf s1 = 4.00 ft L1 4.00 feet s2 = 10.00 ft L2 6.00 feet s3 = 4.00 ft L3 1.50 feet w (D.L.) 36.00 Ibs/ft. w (L.L.) 450.00 Ibs/ft. w (W.L.) 233.10 lbs/ft. R1 (D.L. & L.L.) 8.748 kips R1 (W.L. - D.L.) (uplift) 3.548 kips P1 (D.L. & L.L.) 4.374 kips P2(D.L. & L.L.) 4.374 kips P1 (D.L. & W.L.) 1.774 kips P2(D.L. & W.L.) 1.774 kips MOMENTS DUE TO GRAVITY LOADS M (Cant.) 19.683 ft -kips MOMENTS DUE TO WIND LOADS - DEAD LOADS M (Cant.) 7.983 ft -kips Knee Kicker Loads (unbalanced & wind) Axial Force Gravity -8.25 kips (compression) Uplift 3.35 kips (tension) • Column To Beam Loads Verical Force Gravity 2.92 kips (tension) Uplift -1.18 kips (compression) See CFS computer run for design size PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Jo b: tZ !/ACOts?G. Date: 4/Q0 By: i3EC Job No.: Qf83{4H.: S.E. CONSULTANTS, INC. Rafter semi -can kicker.XLS . G 27;-e-A O0 t 41 CFS Version 4.11 Page 1 Section: Box 10x2.5x1 -12 Gage 5 in sep.sct Steve Schaub, P.E. . Box 10x2.5x1 -12 Gage 5" separation S.E. Consultants, Inc. Rev. Date: 10/31/20053:56:00 PM By: Steve Schaub, P.E. • -4)- Section Inputs Material: A607 Class 1 Grade 55 Apply strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 0 in "6 Torsion Constant Override, J 0 in "4 Connector Spacing 0 in Left Channel, Thickness 0.1017 in (12 Gage) Placement of Part from Origin: X to left edge 2.5 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.0000 270.000 0.19400 None 0.000 0.0000 0.5000 2 2.5000 180.000 0.19400 Single 0.000 0.0000 1.2500 3 10.0000 90.000 0.19400 Single 0.000 0.0000 5.0000 4 2.5000 0.000 0.19400 Single 0.000 0.0000 1.2500 5 1.0000 - 90.000 0.19400 None 0.000 0.0000 0.5000 Right Channel, Thickness 0.1017 in (12 Gage) Placement of Part from Origin: X to left edge -5 in Y to center of gravity 0 in Centerline dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.0000 - 90.000 0.19400 None 0.000 0.0000 0.5000 • 2 2.5000 0.000 0.19400 Single 0.000 0.0000 1.2500 3 10.0000 90.000 0.19400 Single 0.000 0.0000 5.0000 4 2.5000 180.000 0.19400 Single 0.000 0.0000 1.2500 5 1.0000 270.000 0.19400 None 0.000 0.0000 0.5000 20 v P -2 )6 --o CFS Version 4.11 Page 1 Analysis: IBC rafter analysis.anl Steve Schaub, P.E. 10' -0" Rafter S.E. Consultants, Inc. Rev. Date: 4/7/20068:34:48 AM By: Steve Schaub, P.E. Analysis Inputs Members Section File Revision Date and Time 1 Box 10x2.5x1 -12 Gage 5 in sep.sct 10/31/2005 3:56:00 PM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 4.5000 Top 0.4000 0.0000 0.0000 Supports Type Location Brg Length K (ft) (in) 1 XYTRxRy 0.0000 1.000 1.0000 2 XT 4.5000 1.000 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 4.3583 NA - 0.3240 NA k Bearing Length 1.000 in Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 4.3583 NA - 4.0500 NA k Bearing Length 1.000 in Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Concentrated 90.000 4.3583 NA 2.0980 NA k Bearing Length 1.000 in Load Combination: D +L Loading Factor 1 Beam Self Weight 1.0000 2 Dead Load 1.0000 3 Live Load 1.0000 601p 2 & 60/43 CFS Version 4.11 Page 2 Analysis: IBC rafter analysis.anl Steve Schaub, P.E. 10' -0" Rafter S.E. Consultants, Inc. Rev. Date: 4/7/20068:34:48 AM By: Steve Schaub, P.E. - Load Combination: 0.6D +W Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 - 3 Wind Load 1.0000 Member Check - 2001 AISI Specification - US (ASD) Load Combination: D +L Design Parameters at 0.0000 ft, Right side: Lx 4.5000 ft Ly 4.5000 ft Lt 4.5000 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: Box 10x2.5x1 -12 Gage 5 in sep.sct Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) Total 0.000 - 19.360 4.425 0.000 0.000 Applied 0.000 - 19.360 4.425 0.000 0.000 Strength 51.970 28.572 19.579 16.382 16.440 Effective section properties at applied loads: Ae 3.3309 in Ixe 47.228 in ''4 Iye 35.359 in Sxe(t) 9.3506 in Sye(1) 7.0837 in'3 Sxe(b) 9.3506 in Sye(r) 7.0599 in'3 Interaction Equations AISI Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.678 + 0.000 = 0.678 <= 1.0 AISI Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.678 + 0.000 = 0.678 <= 1.0 AISI Eq. C3.3.1 -1 (Mx, Vy) 0.459 + 0.051 = 0.510 <= 1.0 AISI Eq. C3.3.1 -1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 Member Check - 2001 AISI Specification - US (ASD) Load Combination: 0.6D +W Design Parameters at 0.0000 ft, Right side: Lx 4.5000 ft Ly 4.4406 ft Lt 4.4406 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: Box 10x2.5x1 -12 Gage 5 in sep.sct - Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: Top Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) Total 0.000 8.307 -1.873 0.000 0.000 Applied 0.000 8.307 -1.873 0.000 0.000 Strength 52.326 28.572 19.579 16.382 16.440 Effective section properties at applied loads: Ae 3.3309 in "2 Ixe 47.228 in Iye 35.359 in Sxe(t) 9.3506 in Sye(1) 7.0837 in Sxe(b) 9.3506 in Sye(r) 7.0599 in'3 0 Z Oup ? :OCR - 60/ - CFS Version 4.11 Page 3 Analysis: IBC rafter analysis.anl Steve Schaub, P.E. 10' -0" Rafter S.E. Consultants, Inc. Rev. Date: 4/7/20068:34:48 AM By: Steve Schaub, P.E. Interaction Equations AISI Eq. C5.2.1 -1 (P, Mx, My) 0.000 + 0.291 + 0.000 = 0.291 <= 1.0 AISI Eq. C5.2.1 -2 (P, Mx, My) 0.000 + 0.291 + 0.000 = 0.291 <= 1.0 AISI Eq. C3.3.1 -1 (Mx, Vy) 0.085 + 0.009 = 0.094 <= 1.0 AISI Eq. C3.3.1 -1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 23 THE FOLLOWING IS BASED ON THE 1996 EDITION OF THE COLD - FORMED STEEL DESIGN MANUAL d = Nominal screw diameter dw = Larger of Head or Washer Diameter, not larger than 1/2" Factor of Safety = 3.0 Pas = allowable shear force per screw Pns = nominal shear strength per screw Pat = allowable tension force per screw Pnt = nominal tension strength per screw Pnot = pull -out per screw Pnov = pull -over per screw t1 = thickness of member in contact with the screw head t2 = thickness of member not in contact with the screw head Fu1 = tensile strength of member in contact with screw Fu2 = tensile strength of member not in contact with screw II t1 = 0.1046 in. Approximate Gauge = 12 Fu1 = 65000 psi, Fy = 55000 psi 11t2 = 0.1046 in. Approximate Gauge = 12 Fu2 = 65000 psi, Fy = 55000 psi 1 11 Screw No. 12 11 Shank Diam. = 0.216 in. SECTION E4.3.1 CONNECTION SHEAR GOVERNED BY BASE METALS t2 /t1 = 1 t2 /t1 <= 1.0, USE EQUATIONS E4.3.1 TO E4.3.3 WHEN t2 /t1 <= 1.0 WHEN t2 /t1 >= 2.5 Equation E4.3.1 = 4292.3 Ibs /screw Equation E4.3.4 = 3965.2 Ibs /screw Equation E4.3.2 = 3965.2 Ibs /screw Equation E4.3.5 = 3965.2 Ibs /screw Equation E4.3.3 = 3965.2 Ibs /screw Pns (smallest of the above:) = 3965.2 Ibs /screw Pns (smallest of the above:) = 3965.2 Ibs /screw Pas = Allow. Shear per SCREW = Pns/ (F.S. of 3.0) = 1321.7 Ibs /screw * Allow. Shear Capacity of Screw 625.0 # /screw * Based on "HILTI" w/ F.S. of 3.0 SECTION E4.4, TENSION Equation E4.4.1.1, Pullout Force, Pnot = 1248.3 Ibs /screw Equation E4.4.2.1, Pullover Force, Pnov = 3187.0 Ibs /screw Pnt = nominal tension strength per screw = lesser of Pnot & Pnov Pnt = 1248.3 Ibs /screw Pat = Allow. Tension per SCREW = Pnt/ (F.S. of 3.0) = 416.1 Ibs /screw • = = =I1 I = = = =11 I I I 11 'Allowable Shear per Screw = 625.0 Ibs /screw 11 1 Allowable Tension per Screw = 416.1 Ibs /screw 11 11 I 11 NOTE: Governed By Shear Capacity Of Screws. II I II I - - - II I = = = =1I NOTE: 1. Minimum Spacing of screws shall not be less than 3d 2. Minimum Edge Distance of screws shall not be less than 3d (May be 1.5d in direction perpendicular to force, when connection is subject to shear in one direction.) 3. The head of the screw or the washer shall have a diameter, dw of not less than 5/16 inch, washers shall be at least 0.050 inch thick. 4. Values may be increased 33% for wind or earthquake loads. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: ,�Af1,a e, Date: 4/06 By: E t C Job No.: 04a3 'Up SH.: 2 4 S.E. CONSULTANTS, INC. 646) SCREW CAPACITIES IN LIGHT GAUGE COLD FORMED STEEL THE FOLLOWING IS BASED ON THE 1996 EDITION OF THE COLD - FORMED STEEL DESIGN MANUAL DEFINITIONS: - d = Nominal screw diameter dw = Larger of Head or Washer Diameter, not larger than 1/2" Factor of Safety = 3.0 Pas = allowable shear force per screw Pns = nominal shear strength per screw Pat = allowable tension force per screw Pnt = nominal tension strength per screw Pnot = pull -out per screw Pnov = pull -over per screw t1 = thickness of member in contact with the screw head t2 = thickness of member not in contact with the screw head Fu1 = tensile strength of member in contact with screw Fu2 = tensile strength of member not in contact with screw SECTION E4.3.1 CONNECTION SHEAR WHEN t2/t1 <= 1.0 Equation E4.3.1 Pns = 4.2(t2 "3 * d) "0.5 * Fu2 Equation E4.3.2 Pns = 2.7 t1 * d * Fu1 Equation E4.3.3 Pns = 2.7 t2 * d * Fu2 WHEN t2/t1 >= 2.5 Equation E4.3.4 Pns = 2.7 t1* d * Fu1 Equation E4.3.5 Pns = 2.7 t2 * d * Fu2 Pas = ALLOW. SHEAR PER SCREW = Pns/ (F.S. of 3.0) SECTION E4.4, TENSION Equation E4.4.1.1, Pnot, Pull -out force = 0.85 tc d Fu2 Equation E4.4.2.1, Pnov, Pull -over force = 1.5 t1 dw Fu1 Pnt = nominal tension strength per screw = lesser of Pnot & Pnov Pat = ALLOW. TENSION PER SCREW = Pnt/ (F.S. of 3.0) NOTES: 1. Minimum Spacing of screws shall not be less than 3d 2. Minimum Edge Distance of screws shall not be less than 3d (May be 1.5d in direction perpendicular to force, when connection is subject to shear in one direction.) 3. The head of the screw or the washer shall have a diameter, dw of not less than 5/16 inch, washers shall be at least 0.050 inch thick. 4. Values may be increased 33% for wind or earthquake loads. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: 7/A a„,37 -e Date: q /047 By: Lec lob No.: O-783 '4t s .: Zc& S.E. CONSULTANTS, INC. ECCENTRIC LOADS ON FASTENER GROUPS 0 v e2 O(n -co 1 `1 h n = No. of fasteners in vertical row m = No. of fasteners in horizontal row 0 0 P = applied load b ry = allowable shear /bearing for one fastener 0 O Ip = polar moment of inertia = Ixx + lyy Ixx = [nb02(02- 1)/12] x no. of vertical rows Iyy = [mb ^2(m ^2- 1)/12] x no. of horizontal rows - f1 = P /(mxn) f2 = (moment)xb /2Ip f3 = (moment)x(n -1)b /2Ip fr = actual load on bolts [(f3) ^2 + (f1 + f2) ^2] ^.5 Beam to Column Connection is Designed for Total Load and Moment Total Gravity Load = 8.748 kips Unbal Gravity Load = 8.250 kips Total Gravity Moment = 19.683 k -ft Unbal Gravity Moment = 3.100 k -ft Total Uplift Load = 3.548 kips Total Uplift Moment = 7.983 k -ft Bolt Design Type: A307 Connection Design (half load to each side) Use: t, Thickness of material = 0.075 inches Diameter of Bolts: 1 inches Fu, of joined materials = 70 ksi Horizontal Spacing: 7 inches Diameter of Bolts = 1 inches Vertical Spacing: 7 inches Fv of bolts A307 - bolts = 10 ksi ASTM of bolts: A307 No. of vertical rows = 2 No. of fasteners in vertical row = 2 Note: A307 bolts used in design No. of horizontal rows = 2 A325 bolts provided. No. of fasteners in horizontal rows = 2 Vertical Dimension = 7 inches Horizontal Dimension = 7 inches Ixx = 49 Iyy = 49 Ip = 98 Gravity Unbal Wind f1 = 1.094 kips 1.031 kips 0.444 kips f2 = 4.218 kips 0.664 kips 1.711 kips f3 = 4.218 kips 0.664 kips 1.711 kips fr, (total) = 6.782 kips 1.821 kips 2.751 kips Allowable Shear 7.854 kips Gravity: o.k. Allowable Bearing 7.095 kips rv, Allowable w/ 33% increase 9.459 kips Wind: o.k. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: /A C►O rr. Date: 4 , B G' Job No.: crr8'OpSH.: 06 S.E. CONSULTANTS, INC. 0 „L. 6_00 itm COLUMN LOADS - 2003 IBC GRAVITY LOADS Roof Slope = 0.25 /12 Length of Column = 8 feet Width of Building = 18 feet _ - Average Bay Spacing = 18 feet Number of Lateral Columns = 1 Tributary Area to Column = 324.0 sq. ft. _ • Dead Load = 2.00 psf Live Load = 25.00 psf Live Load (reduced) = 17.52 psf Total Dead Load to Column = 0.648 kips Total Live Load to Column = 5.676 kips Total Gravity Load to Column = 6.324 kips WIND LOAD Wind Uplift = 12.95 psf Dead Load = 2.00 psf Net Wind Uplift (W.L. - D.L.) = 10.95 psf Total Wind Load = 4.196 kips Total Wind Uplift to Column = 3.548 kips LATERAL WIND LOAD Wind, Lateral = 10.29 psf Height of Vertical Surface = 0.38 feet Wind Load per Column = 0.069 kips Wind Moment to Column = 0.567 ft -kips EARTHQUAKE LATERAL/LONGITUDINAL LOAD TO COLUMN - 2003 IBC SEISMIC USE GROUP = 1 (1616 -3(1)) SEISMIC DESIGN CAT = D (1616 -3(1)) IMPORTANCE FACTOR = 1.00 SEISMIC BASE SHEAR V= = Cs *W (1617 -5) R= Response modification factor = 2.50 (1617 -6) W= Effective Seismic Weight = 0.648 kips (1617 -5 -1) T = 0.035 * hn "(3/4) = = 0.169 SS = 105.4 % S1 = 35.2 % SMS = 1.137 SDS = 2/3 * SMS = 0.758 SMI = 0.597 SDI = 2/3 * SMI = 0.398 Fa = 1.078 (1615- 1 -2(1)) Fv = 1.696 (1615- 1 -2(2)) Cs = Sds / (R/I) = 0.303 (Equation 16 -35) Cs = Sdi / [(R/1)T] = 0.942 (Equation 16 -36) Cs = 0.044 * Sds *1 = 0.018 (Equation 16 -37) . Cs = 0.5 *S1 1 (Rll) = N/A (Equation 16 -38) V (controls) = 0.196 kips Mh= V*h = 1.605 ft-kips Seismic Governs See computer run for design size PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Bo a Job: .STe. Date: �4 By: ,PAC Job No.: 0483-OtpSH.: 04' S.E. CONSULTANTS, INC. CFS Version 4.11 Page 1 - Section: (2) 10x2.5x1 -14 Gage Cee- unstiffened.sct Steve Schaub, P.E. (2) 10x2.5x1 -14 Gage S.E. Consultants, Inc. Rev. Date: 1/30/20061:54:28 PM By: Steve Schaub, P.E. J Section Inputs Material: A607 Class 1 Grade 55 No strength increase from cold work of forming. Modulus of Elasticity, E 29500 ksi Yield Strength, Fy 55 ksi Tensile Strength, Fu 70 ksi Warping Constant Override, Cw 94.581 in "6 Torsion Constant Override, J 70.936 in "4 Connector Spacing 0 in Left Channel, Thickness 0.075 in Placement of Part from Origin: X to left edge -2.5 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.0000 270.000 0.13600 None 0.000 0.0000 0.5000 2 2.5000 180.000 0.13600 Single 0.000 0.0000 1.2500 3 10.0000 90.000 0.13600 Single 0.000 0.0000 5.0000 4 2.5000 0.000 0.13600 Single 0.000 0.0000 1.2500 5 1.0000 - 90.000 0.13600 None 0.000 0.0000 0.5000 Right Channel, Thickness 0.075 in Placement of Part from Origin: . X to right edge 2.5 in Y to center of gravity 0 in Outside dimensions, Open shape _ Length Angle Radius Web k Hole Size Distance (in) (deg) (in) Coef. (in) (in) 1 1.0000 - 90.000 0.13600 None 0.000 0.0000 0.5000 2 2.5000 0.000 0.13600 Single 0.000 0.0000 1.2500 3 10.0000 90.000 0.13600 Single 0.000 0.0000 5.0000 • 4 2.5000 180.000 0.13600 Single 0.000 0.0000 1.2500 5 1.0000 270.000 0.13600 None 0.000 0.0000 0.5000 gooa 200(y-- co i Li- CFS Version 4.11 Page 1 Analysis: IBC column analysis.anl Steve Schaub, P.E. column design S.E. Consultants, Inc. Rev. Date: 4/7/20069:25:53 AM By: Steve Schaub, P.E. I- --0. Analysis Inputs Members Section File Revision Date and Time 1 (2) 10x2.5x1 -14 Gage Cee- unstiffened.sct 1/30/2006 1:54:28 PM Start Loc. End Loc. Braced R ex ey (ft) (ft) Flange (in) (in) 1 0.0000 8.1670 None 0.0000 0.0000 0.0000 Supports Type Location Brg Length K (ft) (in) 1 XYTRxRy 0.0000 2.000 1.0000 2 XT 8.1670 1.000 1.0000 Loading: Dead Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.1000 0.6480 0.6480 k 2 Concentrated 90.000 8.0583 NA 0.0790 NA k Bearing Length 1.000 in Loading: Live Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.1000 5.6760 5.6760 k 2 Concentrated 90.000 8.0583 NA 0.6950 NA k Bearing Length 1.000 in Loading: Wind Load Type Angle Start Loc. End Loc. Start End (deg) (ft) (ft) Magnitude Magnitude 1 Axial NA 0.0000 8.1000 - 3.5480 - 3.5480 k 2 Concentrated 90.000 8.0583 NA 0.0690 NA k Bearing Length 1.000 in Load Combination: D +L Loading Factor 1 Dead Load 1.0000 2 Live Load 1.0000 3 Wind Load 1.0000 Z9 CFS Version 4.11 Page 2 • Analysis: IBC column analysis.anl Steve Schaub, P.E. column design S.E. Consultants, Inc. Rev. Date: 4/7/20069:25:53 AM By: Steve Schaub, P.E. - Load Combination: 0.6D +W Loading Factor 1 Beam Self Weight 0.6000 2 Dead Load 0.6000 - 3 Wind Load 1.0000 Member Check - 2001 AISI Specification - US (ASD) Load Combination: D +L Design Parameters at 0.0000 ft, Right side: Lx 8.1670 ft Ly 8.1413 ft Lt 8.1413 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: (2) 10x2.5x1 -14 Gage Cee- unstiffened.sct Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) Total 2.776 6.828 -0.843 0.000 0.000 Applied 2.776 6.828 -0.843 0.000 0.000 Strength 37.688 18.723 7.839 5.851 12.858 Effective section properties at applied loads: Ae 2.4603 in'2 Ixe 34.848 in'4 Iye 10.384 in'4 Sxe(t) 6.9695 in'3 Sye(1) 4.1537 in Sxe(b) 6.9695 in Sye(r) 4.1537 in Interaction Equations AISI Eq. C5.2.1 -1 (P, Mx, My) 0.074 + 0.372 + 0.000 = 0.445 <= 1.0 AISI Eq. C5.2.1 -2 (P, Mx, My) 0.063 + 0.365 + 0.000 = 0.428 <= 1.0 AISI Eq. C3.3.1 -1 (Mx, Vy) 0.133 + 0.012 = 0.145 <= 1.0 AISI Eq. C3.3.1 -1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 Member Check - 2001 AISI Specification - US (ASD) Load Combination: 0.6D +W Design Parameters at 0.0000 ft, Right side: Lx 8.1670 ft Ly 8.1401 ft Lt 8.1401 ft Kx 2.0000 Ky 1.0000 Kt 1.0000 Section: (2) 10x2.5x1 -14 Gage Cee- unstiffened.sct • Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in - Braced Flange: None Moment Reduction, R: 0.0000 Loads: P Mx Vy My Vx (k) (k -ft) (k) (k -ft) (k) Total -3.159 0.775 -0.075 0.000 0.000 Applied -3.159 0.775 -0.075 0.000 0.000 Strength 81.029 18.723 7.839 5.851 12.858 Effective section properties at applied loads: Ae 2.4603 in Ixe 34.848 in'4 Iye 10.384 in'4 Sxe(t) 6.9695 in Sye(1) 4.1537 in'3 Sxe(b) 6.9695 in ^ 3 Sye(r) 4.1537 in ^ 3 -30 1 ,0 ZbC)G CFS Version 4.11 Page 3 Analysis: IBC column analysis.anl Steve Schaub, P.E. column design S.E. Consultants, Inc. Rev. Date: 4/7/20069:25:53 AM By: Steve Schaub, P.E. _ - Interaction Equations AISI Eq. C5.1.1 -1 (Mx, My, T) 0.041 + 0.000 + 0.039 = 0.080 <= 1.0 AISI Eq. C5.1.1 -2 (Mx, My, T) 0.041 + 0.000 - 0.039 = 0.002 <= 1.0 AISI Eq. C3.3.1 -1 (Mx, Vy) 0.002 + 0.000 = 0.002 <= 1.0 AISI Eq. C3.3.1 -1 (My, Vx) 0.000 + 0.000 = 0.000 <= 1.0 .3/ 60, . NON CONSTRAINED POLE TYPE FOOTING PER IBC DESCIPTION OR LOCATION OF FOOTING: COLUMNS W/ D.L. & WIND ALLOWABLE SOIL BEARING = 2000 PSF ALLOWABLE LATERAL BEARING = 150 PSF /FT CHECK LATERAL BEARING CAPACITY CHECK VERTICAL BEARING CAPACITY A 4.36 h P(t.I.), Gravity Load = 8.748 kips d = - - -- (1 + (1 + - - - - - -- ] ^ 1/2) Allowable Bearing at Min. Depth = 2000 psf 2 A Allowable Bearing w/ Increase for Depth = 4400 psf 2.34 P Allowable Bearing Value at Bottom of Pier = 4400 psf A = - A, Bearing Area at Bottom of Pier = 3.142 sq. ft. S1 x b qs, Gravity Load Soil Pressure = 2785 psf. Load Due To Wind or Seismic? (Y /N) Y O.K. - WITHOUT SKIN FRICTION M, Moment in Column = 19.683 ft. kips Allow. Skin Friction = Allow. Bearing / 6 = 733.3 psf P, Lateral load = M / h = 2410 lbs. Skin Surface (Excluding top one foot) = 37.7 sq. ft. h Dist. in feet from ground to "P" = 8.167 feet Skin Friction = 27.6 kips d Depth of Concrete Footing = 7.00 feet NOT USED b Diameter of round footing = 2.00 feet Allowable Lateral Bearing = 150 Ibs /sq.ft. CHECK UPLIFT CAPACITY, IF APPLICABLE Footnote d, Table 1804.2: Will structure be adversely affected by a F, Total Wind Uplift Load = 3.55 kips 1/2" motion at the ground surface? (Y /N) N Allowable Bearing Value at Bottom of Pier = 4400 psf 2 x Allowable Lateral Bearing, per Footnote d = 300.0 Ibs/sq.ft. Allow. Skin Friction = Allow. Bearing / 6 = 733.3 psf S1 Allowable Lat. brg. based on 1/3 of "d" = 700.0 Ibs /sq.ft. Skin Surface (Excluding top one foot) = 37.7 sq. ft. (limited to "d" = 12 feet) Skin Friction = 27.6 kips Allowable Lat. Brg. w/ 33% Increase = 933.3 Ibs/sq.ft. 2/3 Dead Load of Pier = 2.1 kips 2/3 Dead Load of Earth = 19.7 kips A = 3.021 Total Dead Load = 21.8 kips O.K. REQUIRED "d" = 6.91 FEET < 7 FEET O.K. Diameter of Pier = 24.00 inches Depth of Concrete Footing = 7.00 feet CHECK STRESSES OF CONCRETE PIER fc, Compressive Strength of Concrete = 2500 psi Moment on Pier Due to Wind or Seismic? (Y /N) N S, Section Modulus of the Round Concrete Pier = 1357 in. ^3 f, Stress in Plain Concrete Pier = M/S = 0.174 psi. ft, Allowable Tension = 1.6 x SQRT. fc = 80 psi. ft, Increased for Wind or Seismic = 106.67 psi. O.K. PRELIMINARY UNLESS SEALED ON EACH SH EET OR ON COVER SHEET Job: 81.14 aware. Date: 4ICep By: & €C Job No.: 0183 - 01p SH.: 3Z S.E. CONSULTANTS INC. • 6 . ) p . 4 .. - ---) 0 1 (...r.__3 • SPREAD FOOTING W/ COLUMN OFFSET IN FOOTING - IBC RESISTANCE AGAINST OVERTURNING ABOUT TOE RESISTANCE AGAINST OVERTURNING ABOUT HEEL Applied Overturning Moment (Unbal) = 19.748 ft-kips Applied Overturning Moment WIND UPLIFT = 7.983 ft-kips Total Vertical Load (Unbal) 8.25 kips Total Vertical Load DEAD LOAD = 8.25 kips Length of Footing = 5.25 feet Length of Footing = 5.25 feet a, Distance from heel to column = 2.00 feet a, Distance from heel to column = 2 feet _ - b, Distance from toe to column = 3.25 feet b, Distance from toe to column = 3.25 feet Width of Footing = 3.50 feet Width of Footing = 3.5 feet Thickness of Footing = 24.00 inches Thickness of Footing = 24 inches _ Dead Load of Footing = 5.51 kips Dead Load of Footing = 5.51 kips - Volume of Earth in 30 degree Cone = 20.23 cu. ft. Volume of Earth in 30 degree Cone = 20.23 cu. ft. Dead Load of Earth = 2.02 kips Dead Load of Earth = 2.02 kips D.L. of Foot. & Earth = 7.54 kips D.L. of Foot. & Earth = 7.54 kips Resisting Moment About Toe = 46.59 ft-kips Resisting Moment About Heel = 36.28 ft-kips F. of S. Against Overturning = 2.36 F. of S. Against Overturning = 4.54 O.K. O.K. DEAD LOAD RESISTANCE AGAINST UPLIFT Applied Uplift Load - Total Wind = 3.548 kips D.L. of Structure = 8.25 kips Dead Load of Footing = 5.51 kips Dead Load of Earth = 2.02 kips Total Dead Load Resistance = 15.79 kips F. of S. Against Uplift = 4.45 O.K. FOOTING REINFORCING fc = 2500 psi fy = 40000 psi d = 20 inches M, Moment = 19.75 ft. -kips Beta = 0.850 Mu, Ultimate Moment = 1.7 M = 33.57 ft. -kips Phi = 0.850 Assume a one foot strip: rho, calc. = 0.031 Mu, = 1.7 M / Width of Footing = 9.59 ft. -kips rho, min. = 0.005 Req'd. As = 0.14 sq. in. / ft. m = 18.824 Total As Req'd. = 0.51 sq. in. Rn 23.980 psi = 0.024 ksi Total As Req'd. (Wind or Seismic) = 0.38 sq. in. rho, Req'd. = 0.001 USE: 4 -# 5 As = 1.23 sq.in. LENGTH OF FOOTING: 5.25 feet WIDTH OF FOOTING: 3.5 feet DISTANCE FROM HEEL OF FOOTING TO COL. C.L.: 2 feet THICKNESS OF FOOTING: 24 inches REINFORCING: LONG. DIR.: 4 - #5 Bars TRANS DIR.: #5 Bars © 12" o.c. PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: 7 4 asi.57 - 6. Date: 4/Cep By: ,PAC Job No.: O7•85"dpSH.: 33 S.E. CONSULTANTS, INC. Spread footing IBC off.xls l X 02 --aot 4 ALLOWABLE SOIL PRESSURE SOIL PRESSURE ABOUT THE HEEL Allowable Soil Pressure = 2000 psf Loads Due to Wind or Seismic? (Y /N) Y Increase for width or depth = 0.5 Applied Overturning Moi WIND UPLIFT = 7.98 ft -kips Allowable S. P. w/ Increase = 3000 psf Applied Vert. Ld. DEAD LOAD = 8.25 kips S.P. w/ 33% Increase, Wind or Seis. = 4000.00 psf Footing & Earth D.L. = 7.54 kips SOIL PRESSURE ABOUT THE TOE Foot. & Earth D.L. + Applied Vert. Load = 15.79 kips - Loads Due to Wind or Seismic? (Y /N) Y SUM of Moments about HEEL = 36.28 ft-kips Applied Overturning Moment = 19.748 ft -kips Less Applied Moment = -7.98 ft-kips Applied Vert. Ld. = 8.25 kips - - - - - -- Footing D.L. = 5.51 kips Design Moment = 28.30 ft-kips Foot. D.L. + Applied Vert. Load = 13.7625 kips e' = Des. Mom. /(Foot. D.L. + Applied Load) = 1.79 feet e =1/2 - e' = 0.83 feet SUM of Moments about TOE = 41.282813 ft -kips I/ 6 = = 0.74 feet Less Applied Moment = - 19.748 ft -kips RESULTANT OUTSIDE MIDDLE 1/3 S.P =2P /3be' Design Moment = 21.534813 ft-kips Soil Pressure = 1677.3 psf O.K. < 4000.0 psf e' = Des. Mom. /(Foot. D.L. + Applied Load) = 1.565 feet e = 112 - e' = 1.060 feet I/ 6 = = 0.875 feet RESULTANT OUTSIDE MIDDLE 1/3 S.P =2P /3be' Soil Pressure = 1675.3 psf O.K. < 4000.0 psf • PRELIMINARY UNLESS SEALED ON EACH SHEET OR ON COVER SHEET Job: 0a T,L, Date: 41c4 By: ReCrJob No.: 04834 *SH.: 34 S.E. CONSULTANTS, INC. Spread footing IBC off.xls RPR 18 2001 8:35RM HP LRSERJET 3200 p.l 6t.)P ` —001 43 1, ECEVE1 APR 19 2006 A+1 N rt A 1A ) On Of lv� BITTLTZT1 (= TVJS1 Th Fr ° P4 1 r c ii4e( < /' kE - 7- ,it r Gre CoN1,0 eittporis A tJ Re A f Acid 4R 1'5 1 cke t 4en+ 1 c- Iktioti C. 5, .7g("\i" RPR 18 2001 8:36RM HP LASERJET 3200 p, 2 Baja Construction Co. Inc. Specialist in Pre- Fabricated Steel Construction Phoenix Office Corporate Office Las Vegas Office (602) 392 -1163 Box 3080 — 223 Foster Street (702) 643 -0060 Fax: (602) 392 -1164 Martinez, CA 94553 Fax: (702) 643 -0669 License No. 74811 (800) 366 -9600 Fax: (925) 229 -0161 License No. 0022757 License No. 412390 CARPORT PROPOSAL #1687 DATE: January 23, 2006 SHIP TO: PREPARED FOR: Michael NAME: Timber Crest Condos NAME: Michael O'Gorman ADDRESS: SW Bonita Rd ADDRESS: PO Box 1574 • CITY: Tigard STATE: OR CITY: Hood River STATE: OR 97031 PHONE: PHONE: 541- 490 -2274 Fax: 541 - 386 - .1912 . THIS PROPOSAL COVERS BATA STRUCTURES DESCRIBED IN DETAIL ON APPENDLX 1. Supplied & Installed _ 532,467.00 Subtotal Price The Baja Proposal describes a structure that has been Permits Are Not Included value engineered for best -cost effectiveness. While Sales Tax Not Inchtded meeting the appearance and function iideds of the This is a non - prevailing wage rate price. project it is not specifically per plans and specs. FREIGHT — as prepaid and allowed to points in Continental U.S.A. Unless shipped with structure, component parts and accessories are This contract amount is contingent on the material being released, FOB, Manufacturing Plant with no freight allowance. from our supplier, for shipping by March 31, 2006. In order for When loss or damage by caner is visible, insist on notation of this the material to be released for shipping the following information loss or damage on freight bill or express receipt by carrier's agent. must be received by Baja on or before March 3, 2006: PERMITS - The purchaser must assume responsibility lfor the Approved plans, Pre - Lien, signed joint check agreement & color selection of structures that will meet the building code and other information. In lieu of the approved plans a "letter of release" requirements of his area and for securing building permit and cost will be accepted. If all information required above is not received thereof. Seller will furnish erection drawings and engineering by March 3, 2006 a change order will be issued based on the calculations is furnished on request. current market price of material. Allow two weeks to prepare plans. Total Price PAYMENT TERMS THIS PROPOSAL SHALL REMAIN OPEN FOR THIRTY 39 Spada and less: DAYS FROM DATE ABOVE. Submitted by I/3 Dowh with acceptance of proposal SUBJECT TO AVAILABILITY Alex Hayworth, 1/3 Due upon delivery of materials OF MATERIALS. Regional Sales Balance due upon completion License No: 46162 INTEREST ACCRUES AT THE 40 Spaces and over: RATE OF 1 %% PER MONTH ON 10% down with acceptance of proposal ALL PAST DUE INVOICES 60% due upon delivery of materials BALANCE DUE UPON • Balance due upon completion COMPLETION THIS PROPOSAL IS SUBJECT TO: (a) All of the term and conditions appearing in this form (b) Copies of Appendix 1 (Description, Specifications and Prices of Structures) and Installation and Drilling Release being attached and made part hereof. (c) Written acknowledgment by an authorized signatory of the seller at Martinez, California. (d) Verification of credit references. Credit Approval INITIAL PAGE 1 APR 18 2001 8:36AM HP LASERJET 3200 p.3 a� dO G ---0 U I • GENERAL SPECIFICATIONS The economy of Baja carports, canopies and walkway covers is the result of simple design, pre - fabrication and mass production. Framing consists of round or square columns and cold - formed channels that are boltediteked together in the field without additional fabrications or field welding. Columns are imbedded in concrete footings for most economic installation, optional: columns with base plates for security with :anchor bolts. Roofing is secured with self - tapping screws (combination metal and neoprene washer insured water tightness.) Structures up to 40' deep use single roof running from front to rear, so end laps are eliminated. Drainage: roof slope to front or rear, as desired. Gutter is optional. • Attaching a Baja Structure to an existing structure: Parts necessary for the attachment of a Baja structure to another structure can be furnished; likewise, parts of flashing a Baja Structure into an existing structure can be furnished, but, neither Baja nor its subcontractor is responsible for the structural strength or weather tightness at any point where Baja Structure is attached to or flashed into another structure. Trim: Choice of decorative metal trim with baked paint finish Paint finish is only on exposed (outside) side of metal trim, the backside of the trim has a white base coat of paint. Design Standards: In calculating safe allowable design loads, factors of safety have been allowed in accordance with good Engineering practice and also in accordance with the standards and specifications of the American Iron and Steel Institute > Baja Structures normally will withstand 1.65 times the safe lead for which they are designed before taking on a permanent set or de- flection and normally will withstand 2 or 3 times the load before actual collapse. However, Baja shall not be liable for any damages because of deflection or collapse of any Baja Structures unless it fails to withstand the design load. All light gauge cold - formed structural panels are designed in accordance with the specifications for the design of "Light Gauge Cold- Framed Structural Members" as published by the American Iron and Steel Institute. All structural steel sections and welded plate members are designed in accordance with the American Iron and Steel Institute specifications for the design, fabrication and erection of steel buildings. Wind Load: Structures are designed for horizontal wind load up to 25 psf. Roof Load: Structures are designed for the following loads: MODEL ROOF LIVE LOAD MODEL ROOF LIVE LOAD DP 10 PSF SP 10 PSF DP 20 SP 20 DP 25 SP 25 DP 30 SP 30 DP 40 SP 40 Roofing: Baja deep -rib panels are cold- formed from hi- tinsile zincalume steel with a minimum yield point of 80,000/ 50,000 or 33,000 psi steel of equivalent section properties. Zincalume panels are furnished either unpainted or with factory applied baked paint finish on one side and a white protective coat on the reverse side. Baked finishes other than white are also available for either or both sides. Zincalume Coating: on roof panels are warranted for 20 years. Warranted coating meets Federal specification QQQ -775 -C or ASTMA A -123. On columns it is 1.00 ounce per sq. ft. minimum average. Zincalume is a zinc - aluminum alloy coating which, when applied to steel, provides twice the service life of traditional galvanized coatings. Zincalume is a 45% zinc 55% aluminum alloy applied by a continuous hot dip coating process. It offers the strength of steel and the corrosion resistance of aluminum. Framing Members are manufactured from galvanized black or prime hi- tensile steel with a minimum yield point of 80,000 / 50,000 or 33,000 psi steel equivalent section properties. 'Tubular Columns: with wall thickness of 0.95" or greater are galvanized black or prime painted high strength steel conforming to ASTMA A- 500 -A. Columns are available in square only. Hardware & Accessories: Galvanized or chromate- dipped hardware furnished with 1% excess. Note: due to continuous product improvement, Baja may make changes in specifications without notice. INITIAL PAGE 2 APR 18 2001 8:36FlM HP LRSERJET 3200 2 J 1 p. `? I° (o o lt-i- Baja Construction Co. Inc. APPENDIX 1— Page3 DESCRIPTION AND PRICES OF STRUCTURES (General Specifications: see back side for specifications inc:udiag roof and wind loads for which Baja Pre - Engineered structures are designed) .Proposal for: Timber Crest Condos Date: January 23, 2006 SITE: If grade variance is not more than 6" across overall width or depth, site is considered level. Price(s) assume installation on level site unless otherwise noted. *If step-downs are required to install carports properly, buyer will bear the extra costs for materials and labor. SPECIFICATIONS: If specifications do not apply to all structures, exemptions must be covered on supplement to Appendix I. Optional or accessory items must also be listed. ROOF FINISH ROOF TRIM Color (Top) Pre- Finished Trim Style 1 5/8" Color: Baja Standard Color (Bottom White) Baja Standard Color Location: All Sides Columns: Standard (Unless otherwise noted) STRUCTURE End Exts. required each Structure- None All standard structural members shipped: Step -Downs required -None X Galvanized ❑ Black ❑ Prime Painted Cantilever ends required- As Below • Painting of structures: End & Back Walls- None ❑ By Baja Construction Co X By others - -Mo —Live Load -- —Wind Load— — Clear Height- - Double Post or race Single Post 25 80 7' -8'2" OVERALL SIZE BAYS CANTILEVER BAYS CAR NO. SIZE WIDTH DEPTH No. & WIDTH No. & WIDTH SPACES A 1 9'x18' 18' 18' 1 @18' 2 B ,4 3 9'x18' 36' 18' 1 @ 18' 2@9' 12. C ,Z3 9'x18' 45' 18' 2 @18' 1@9' 15 D 1 9'x18' 54' 18' 2@l8' 2@9' 6 NOTE: TOTAL CAR SPACES: )34r 3t - Prices in this proposal are good for 30 days from the date of this proposal for materials shipped prior to March 31, 2006. Materials shipped after this date will be subject to a price increase. - Baja Construction Co., Inc. is not responsible for delays due to steel or concrete supply dislocations. - Price includes drilling with a bobcat - mounted auger. • - Rock & obstructed drilling is extra at current market value, per hour. - Hand digging is extra at $50.00 per hour, per man. . - Permits, electrical, painting, wood fascias, and the removal of spoils from the job site are not included. - Material and construction, as per Baja Construction Co., Inc., standard approved plans and calculations. - Prior to production of materials, Baja Construction must receive a copy of the City approved site plan and Baja drawings. 1 nvrrlrAL PAGE 3 APR 18 2001 8:36AM HP LASERJET 3200 p.5 , Price I.The price in this proposal, which is accepted by the purchaser and subsequently approved by BAJA, is not subject to change when shipment is made within ninety days from date of BAJA'S approval. If shipment is not made within the ninety -day period, price is subject to change. If a price change is required, the purchaser will receive written notice of the change and will have the option of canceling the contract by written notice to BAJA at 223 Foster Street, Martinez, CA 94553 within seven days from BAJA'S mailing of written notification of the price change to purchaser, or the price change will be deemed accepted by the purchaser. 2. Contract price and any and all other sums of money to become due hereunder shall be payable at the office of BAJA in Martinez, CA. Interest accrues on all past due invoices, from the due date, at the lawful contract rate. If collection procedures are instituted or if sums due - under this contract are collected through probate, bankruptcy, or any other legal procedure, purchaser agrees to pay all costs of collection, including attorney's fees. • 3. Materials are not subject to return or exchange. If cancellation is agreed to by BAJA, purchaser shall promptly pay all expenses, including engineering costs, which have been incurred by Baja in connection with this order. 4. Any sales, use, consumer or like tax imposed on this contract by Federal, State, or any other governmental authority is the responsibility of purchaser. Purchaser shall report and pay any tax directly to the appropriate taxing authority and purchaser shall hold BAJA harmless from liability for such tax. 5. Should site and soil or concealed conditions below the surface of the ground encountered in the performance of the work be at variance with those indicated by the purchaser, or should unknown physical conditions below the surface of the ground differ from those ordinarily encountered, an adjustment to the contract price shall be agreed upon within seven days after the first observance of the conditions, and work shall cease until an 'extra work order' is signed by the parties. 6. The price and terms stated in this proposal are for projects delivered and erected at one time. If the purchaser elects to receive the material and have the structures erected in phases, the following additional terms shall apply: (A.) The price shall be subject to an adjustment, based on the number of phases and the size of each delivery. (B.) With the approved drawings and permits, purchaser shall submit a written description and delivery schedule of phases. (C.) BAJA will supply the purchaser with a schedule of values for the phases. 10% of the scheduled value shall be due on acceptance. 60% of the scheduled value of each phase is due upon delivery of that phase. Orders for less than 100 spaces may not be phased. 7. No back charges or claim of the purchaser for services shall be valid except by an agreement in writing executed by BAJA before the work is preformed 8. Changes to this proposal, including changes to specifications, dimensions, schedule, delivery, or any other terms, are subject to a price adjustment. All such changes must be in writing prior to the performance of any such change or changeable work. 9. If the purchaser fails to make any payment to BAJA as herein provided, BAJA may stop work without prejudice to any other remedy that it may have. Shipments, deliveries and performance of work shall always be subject to the approval of BAJA'S Credit Department. BAJA may at any time, decline to make any shipment or delivery or perform any work except upon receipt of payment or upon terms and conditions satisfactory to RAJA'S Credit Depautment. Delivery 10. All means of transportation and routing shall be subject to the control of BAJA. 11. All shipments will be for and at the risk of the seller. Title to materials, whether they are shipped freight, collect, or prepaid and allowed shall pass to purchaser on acceptance of material by purchaser at the job site BAJA shall retain title to all COD and Site Draft Bill of Lading Attached shipments until materials are delivered. Purchaser must file all freight claims for shortages or damages with the delivering carrier. 12. Following acceptance of BAJA'S proposal and credit approval, and four weeks prior to delivery of erection drawings, purchaser shall provide to BAJA pre -lien information, signed joint check agreement, and down payment. Four weeks prior to delivery of materials purchaser shall provide fully approved drawings and written verification of permits. 13. All shipping and completion dates are approximate. BAJA shall be excused for delays in shipping, performance, and completion • due to acts of God, war, riots, embargoes, acts of civil or military authority, fire, floods, accidents, quarantine restrictions, factory conditions, strikes, differences with workmen, delays in transportation, shortage of transportation, delays caused by the owner, general contractor, architect, or engineers, RAJA priorities and allocations, or any other reason of any kind and extent beyond BAJA'S control. 14. BAJA shall be reimbursed by the purchaser for any expense incurred by BAJA or its agents that is the result of any delay caused by the purchaser or its agents or other subcontractors on the project. 15. BAJA shall not be liable for damages due to delay or for liquidated damages, irrespective of the cause, and no liquidated damages shall be assessed against BAJA for delays or causes attributed to other contracts arising outside the scope of this contract. INITIAL 7P r PAGE4 FIPR 18 2001 8: 3GFIM HP LRSERJET 3200 / p. G BAJA CONSTRUCTION 6AP 2 l 0014:3 am— APPENDIX 2 Conditions of Installation 16. The contract price is based on the following conditions of site and soil where the work is to be preformed. If the site and soil conditions are not in accordance with the following conditions, the contract price shall be increased in accordance with the following conditions, the contract price shall be increased in accordance with paragraph 5 above. (A) Accessibility to the job site shall not be restricted (B) The site shall be clear of any aboveground or overhead obstructions or obstacles that would delay delivery of materials or installation work. (C) Allowable soil pressure shall not be less than 2,500 pounds per square foot. (D) Surfaces shall be free of obstructions, obstacles, or unusual conditions of any kind including, by way of example and not limitation, underground rock, caliche, water or utility lines which may increase the cost of footings or other installation work. (E) Grade variance shall not be greater than that shown on Appendix 1. (F) All anchor bolts and footings by BAJA are the responsibility of the seller shall be set in accordance with plans and specifications furnished by BAJA. (G) Site surface shall be fine grade earth asphalt unless otherwise specified below> (If none, indicate None below.) NONE 17. Prior to the commencement of any installation, the purchaser is responsible for indicating to the installer where the structure is to be located, and for verification of property lines, easement or set back requirement. If installation requires the use of adjoining property for scaffolding or ladders. purchaser's expense, ample access to such property. 18. Purchaser is responsible :or fumishing electrical service available at the job site before installation begins. 19. Prior to commencement or installation, purchaser shall be responsible for obtaining a permit number from the appropriate locator service and purchaser shall sign BAJA'S Installation and Drilling Release form. 20. If purchaser requests that the carports be painted, purchaser shall be responsible for supplying an area free and clear of all objects which may be damaged by spray painting and purchaser shall hold BAJA harmless and shall indemnify BAJA from all liability, loss claim, and expense resulting from purchaser's failure to provide such free and clear work area. 21. If for any reason beyond its control BAJA is not permitted to pour concrete after a pier hole has been drilled, BAJA shall barricade the hole. Purchaser shall hold BAJA from all liability, loss claim, and expense resulting from damage or injury sustained or alleged to have been sustained by a third party prior to the time BAJA permitted to pour. Warranty 22. Except for items, which are warranted directly to the purchaser by the manufacture, BAJA warrants directly to the purchaser, for a period of one year, that the carport described on the attachment Appendix 1 will be free from defects in workmanship appearing under normal use and service. This warranty extends only to the date each phase is accepted, if the work is accepted in phases. 23. Purchaser's sole and exclusive remedy against BAJA arising from the purchase and use of the carport is limited to repair or replacement caused by defective workmanship through BAJA or its authorized installer. The period of the warranty begins on the date the carport is accepted by the purchaser or on the date each phase is accepted, if the work is accepted in phases. 24. WARRANTY DISCLAIMERS AND LIMITATIONS OF BAJA'S LIABILITY: EXCEPT FOR. THE ABOVE WARRANTY, BAJA MAKES NO OTHER EXPRESS OR IMPLIED WARRANTS AND MAKES NO WARRANTY OF MERCHANTABILITY OR FITNESS FOR THE PARTICULAR PURPOSE. 25. IT IS AGREED THAT BAJA SHALL NOT BE LIABLE FOR INCIDENTAL OR CONSEQUENTIAL DAMAGES INCLUDING, BUT NUT LIMITED TO, LOSS OF INCOME DAMAGE TO THE CARPORT, ATTORNEY'S FEES, OR LIABILITY PURCHASER MAY HAVE IN RESPECT TO OTHER PERSON. 26. TIME LIMIT ON COMMENCING LEGAL ACTION: Claims must be made promptly following delivery of the carport to the purchaser, and BAJA must be given a reasonable opportunity to investigate. It is agreed that purchaser shall have one year from accrual of the cause of action to commence any legal action arising from the purchaser or the use of the carport or be barred forever. 27. Price does not include Prevailing Wage Rates. Indicate if Prevailing Wage Rates are required, yes or no . If you have checked yes, contact your Sales Representative for an adjustment to the contract price. PAGE 5 INITIAL 4 4 APR 18 2001 8:37RM HP LASERJET 3200 !/ p.7 Disclaimers 6), 20t;6---- UU / ~ 3 28: If the contract is for materials only, the purchaser assumes responsibility for installation. Baja Construction Co., Inc. shall not be liable for any special, direct, or consequently damage or costs pertaining to installation. 29. Baja Construction Co., Inc. does not assume any responsibility for any work other than the installation of materials famished by BAJA, nor for installation, wiring, or any work related to light fixtures (whether or not fumished by BAJA) except as specifically noted below. (If none indicated write -NONE below) Miscellaneous 30. Unless expressly agreed in writing by BAJA, the carport furnished hereunder shall be produced in accordance with the BAJA'S standard practices. All materials shall be furnished in accordance with the respective industry tolerance of color variation, thickness, size, finish, texture, . ' and performance standards. BAJA reserves the right to change or modify the design and construction to substitute materials equal to or superior to that originally specified. 31. Any additional insurance required by purchaser, not BAJA customary practice, shall be obtained at purchaser's expense. No performance or payment bond will be supplied by BAJA. 32. BAJA reserves the right to assign the installation portion of this contract to a licensed contractor. 33. Unless purchaser initials this paragraph, union labor shall not be required. Purchaser 34. If BAJA is forced to abandon the job site for reasons beyond BAJA'S control, the purchaser is responsible for the security of material during BAJA'S absence. The purchaser will bear the expense for replacement of any material missing or damaged during BAJA'S absence. 35. If BAJA is required to store the material delivered hereunder for the purchaser because the purchaser is unable to receive the shipment at the job site, the purchaser shall bear all storage charges and costs. 36. This agreement shall become valid when executed and accepted by BAJA at Martinez, CA it shall be deemed made and entered into the City of Martinez, County of Contra Costa, and State of California. If suit is to collect money due under this agreement, purchaser agrees to venue in Contra Costa County, California. This agreement shall be constructed in accordance with the laws of the State of California regardless of the location of the work preformed hereunder. If suit is instituted to enforce BAJA'S mechanic lien right suit shall be instituted in the county and state where the property is located. 37. Waiver by BAJA of any breach of these provisions shall not be constructed as a waiver of any other breach or any additional breach of the same provision. This contract is expressly limited to the terms contained herein. Should there be any conflict between purchaser's order form and this proposal, this proposal shall control. 3R. Should any dispute arise concerning the contract or BAJA'S performance hereunder, the purchaser shall pay to BAJA its costs or expense including attomey's fees incurred as consequence of such dispute. If legal action is installed, purchaser waives its rights to a jury trial. 39. To the extent that any provision of this is unenforceable and to the extent that any provision of BAJA'S warranty contravenes the law of any jurisdiction, such provision shall be inapplicable in such jurisdiction. 40. Purchaser assumes responsibility for the selection of structure that will meet the building code and other requirements of purchaser's area and for securing a building permit at purchaser's expense. BAJA shall furnish erection drawings and engineering calculations. THE CARPORTS WILL NOT ENTER INTO PRODUCTION UNTIL BAJA RECEIVES A WRITTEN VERIFICATION OF A BUILDING PERMIT. 41. The headings are inserted solely for convenient reference and shall be ignored in any construction of this document. 42. This proposal, when accepted by you below and approved by our authorized representative, is intended as a final expression of our agreement with respect to terms included herein and shall constitute between us. There are no promises, representations or understandings outside this instrument, except as herein otherwise expressly provided. This writing is intended as a complete and exclusive statement of the terms of the agreement between us. This instrument shall not be altered or modified except by an agreement in writing signed by the parties hereto supported by a new consideration, and no officer, waiver is in writing and signed by BAJA or its authorized officer. • CONTRACTORS ARE REQUIRED BY LAW TO BE LICENSED AND REGULATED BY THE CONTRACTOR'S STATE LICENSE BOARD. ANY QUESTIONS CONCERNING A CONTRACTOR MAY BE REFERED TO THE REGISTRAR CONTRACTORS STATE LICENSE BOARD, 3132 BRADSHAW ROAD, SACRAMENTO, CA. MAILING ADDRESS -P.O. BOX 2600, SACRAMENTO, CA 95826. Approved On: ,y2 0 /f) Accepted On: Baja Construction Co., Inc. Purchaser: Al 2 By: Title: /Jai/0, r Title: Joe Couhal. C.O.O. 4 PAGE 6 INITIAL }'7 APR 18 2001 8: 37AM HP LASERJET 3200 81) ��� ' I' p. 8 Baja Construction Co. Inc. • INSTALLATION DRILLING RELEASE CUSTOMER PRpJ,CT INBTAIJ R1t Michael O'Gorman Timber Crest Condos Baja Construction Co. Inc P() Box 1574 SW Bonita Rd 223 Foster Street Hood River, OR 97031 Tigard, OR Martinez, CA 94553 SURFACES UPON WHICH CARPORTS COVERED BY BAJA'S DRAWING Double Post or Brace Single Post ARE TO BE INSTALLED MUST PERMIT THE MOVEMENT AND WEIGHT OF DRILLING OR LIFTING EQUIPMENT NECESSARY. BAJA SHALL NOT BE RESPONSIBLE FOR ANY DAMAGE SUSTAINED TO THE ABOVE DESCRIBED SURFACES DURING MOVEMENT OR DRILLING OR LIFTING EQUIPMENT. THE UNDERSIGNED EXPRESSLY WARRANTS THAT THE ASPHALT, CONCRETE, OR OTHER SURFACE OF THE ACCESS ROUTE AND /OR AREA IN WHICH THE UNDERSIGNED HAS CAREFULLY EXAMINED THE SITE OF THE WORK CONTEMPLATED AND THE LAYOUT OF THE CARPORT CONTRACTED FOR. THE UNDERSIGNED APPROVES JACKHAMMERING AND THE DRILLING OF CAISSON TYPE FOOTINGS AS PART OF THE WORK CONTEMPLATED. TWO -FOOT TOLERANCE MUST EXIST IN ANY DIRECTION WHERE FOOTING HOLES ARE BEING DRII I.F,D. IF TWO -FOOT TOLERANCE IS NOT FEASIBLE. BAJA MUST BE NOTIFIED IMMEDIATELY. IF THE CARPORTS CANNOT BE MOVED TO ACCOMMODATE THE TWO -FOOT TOLERANCE THE FOOTING HOLES MUST BE HAND DUG, THE UNDERSIGNED WILL BEAR THE ADDITIONAL EXPENSE. IF IT IS NECESSARY TO STEP THE CARPORT STRUCTURE DOWN DUE TO CHANGE IN GRADE NOT PREVIOUSLY AGREED BY BAJA'S REPRESENTATIVE AND THE UNDERSIGNED, THE UNDERSIGNED IS RESPONSIBLE FOR ANY EXTRA MATERIAL AND LABOR EXPENSE. INSTALLATION SHALL NOT COMMENCE UNTIL AN "EXTRA WORK ORDER" IS SIGHED BY ALL PARTIES INVOLVED. THE UNDERSIGNED IS RESPONSIBLE FOR ANY INVESTIGATIONS OF SUB - SURFACE CONDITIONS IN AREAS WHERE THE WORK IS TO BE PERFORMED TO DETERMINE THE LOCATION OF UNDERGROUND OBJECTS INCLUDING BUT NOT LIMITED TO: PIPELINES, SEWERS, TELEPHONE LINES, CONDUIT, AND SPRINKLERS, ETC.... FOOTING HOLES MUST BE HAND DUG IF THE UNDERGROUND OBJECTS ARE LOCATED WITHIN TWO FEET OF ANY HOLE. INSTALLATION SHALL NOT COMMENCE UNTIL AN "EXTRA WORK ORDER" IS SIGNED BY ALL PARIES INVOLVED. IF THE UNDERSIGNED FAILS TO DETERMINE THE LOCATION OF THE UNDERGROUND UTILITIES AS ABOVE DESCRIBED OR FAILS TO INFORM BAJA OF THE LOCATION OF THE UNDERGROUND OBJECTS AS ABOVE, THEN THE UNDERSIGNED IS LIABLE FOR ANY DAMAGE DONE TO ANY UNDERGROUND OBJECTS AS ABOVE DESCRIBED, THE UNDERSIGNED PROMISES TO INDEMNIFY BAJA AND ITS INSTALLER FROM ANY LOSS, CLAIM, AND EXPENSE THAT BAJA OR ITS INSTALLER MIGHT SUSTAIN AS A CONSEQUENCE OF DAMAGE DONE TO UNDERGROUND OBJECTS DESCRIBED ABOVE. SHOULD CONCEALED CONDITIONS BELOW THE SURFACE OF THE GROUND ENCOUNTERED IN THE PERFORMANCE OF THE WORK BE AT VARIANCE WITH THOSE INDICATED BY THE UNDERSIGNED, OR SHOULD UNKNOWN PHYSICAL CONDITIONS BELOW THE SURFACE OF THE. GROUND DIFFER MATERIALLY FROM THOSE ORDINARILY ENCOUNTERED, AN ADJUSTMENT TO THE CONTRACT SUM WILL BE AGREED UPON 7 DAY AFTER THE FIRST OBSERVANCE OF THE CONDITIONS, WITH THE WORK TO CEASE UNTIL AN "EXTRA WORK ORDER" IS SIGNED BY ALL PARTIES INVOLVED. THE UNDERSIGNED IS RESPONSIBLE FOR KEEPING THE AREA WHERE THE CARPORTS ARE TO BE ERECTED FREE AND CLEAR AT ALL TIMES DURING INSTALLATION. IF FOR ANY REASON BAJA'S INSTALLER IF FORCED TO PULL OFF THE JOB SITE FOR ANY REASONS BEYOND THE INSTALLER'S CONTROL, THE UNDERSIGNED IS RESPONSIBLE FOR THE SECURITY OF THE MATERIAL WHILE THE INSTALLER IS GONE. IF ANY MATERIAL IS MISSING DURING THIS TIME, THE UNDERSIGNED WILL BEAR THE EXPENSE OF REPLACEMENT. BAJA SHALL REMOVE [TS DIRT AND DEBRIS TO A JOB SITE LOCATION. BAIA SHALL NOT BE RESPONSIBLE FOR OR CHARGEABLE WITH LABOR OR COST TO REMOVE DIRT AND DEBRIS OFF THE JOB SITE. "SPOILS WILL BE MOVED TO ANY ON SITE LOCATION, AS DIRECTED BY THE JOB SITE SUPERINTENDENT." 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