Loading...
Plans 20 F —OD SPECIAL INSPECTION REQUIRED State of Oregon Structural Specialty Code ❑ Co to and Reinforcing Steel Botts Installed In Concrete 06.1 _ls?C.t —S ❑ Special Moment- Resisting Concrete Frame ❑ Reinforcing Steel & Prestressing Steel Tendons O�i' ��'.sA� ❑ Structural Welding Approved E'-! ❑ High-Strength Bolting Conditionally Approved..... [ 1 See Letter to Follow ..............»» [ ❑ Structural Masonry . Pem •"•' dt , , G " !�.. ❑ Reinforced Gypsum Concrete t „ •. �'I1 / ❑ Insulating Concrete Fill B legal ❑ Spray Applied Fire - Resistive Materials ❑ Pilings, Drilled Piers and Caissons ❑ Shotcrete ❑ Special Grading, Excavation and Filling ❑ Smoke - Control Systems OFFICE COPY ❑ Other Inspections 0 `'�..I 'fit •1•�f r r • 1'x=1 .ate. '�� �. / �. t �- , - i� ..---,,a0 - ...4.-. i a I � -+ Mrs -^ .... , 444 �•' ` ' •, ' I' ' 1 t •1 r _ f ., F '°� I. �+� rte', ®� ^ �.- , , .� A • • Y ,R. • i , IJG a. 1 1 �t A - - proposed canopy , 46 ` a,,; 1 q � ��_.,.., ; , .. a.' °"° <,‘ q4 ` A � I ; � a i* . . ; ' . ` . y; S '' • J /� ''� �, - + Z h M F ,< � `-• ,� zr• ' S,W ZQ;d A �Porllnnd l ,� � q1 a 97.244 01'4** "! 111ul�A` ti Por.tl�ldOR . 1244 �. � . �� ‘1,‘ : ;� • � �K 0 a ��Y,•4 �t1"Iy! ;5. ileic., l " 1 ;x-; . IIRk A I" � l l Y ti i f ., ; ' � �� . � . y l. .� l ■ If I n �" A +� - — _ r mg r � . � { 1 !4,„, 4 . © i 4, 41 r' , u - I _ ` _ I - � ,' . • N I 1. ♦Y M 40 Y „ 1 I' y, tr.% •, 1 • I ' +--_ -f , 4, --I -� • 1,s i si k �'.y��1 i'� U "" _� � �T^''� � l i d �f .R _ _ •:r » 'L� � f �� '� w q ' } , { • i 1A !M !lIN . r1, /! Nl�It ; ti i s , J • !. 1 4,446, � • • • { • . I ' o . 1 ti 1 � 1 R . 4 �, Li9TDlR END A :r• t. �. 40. A. . I a�arpa�ool rs a �mc C, , x() 6 4tkc i . 1 d sxo • � es�mla»�e +duio, '' • — _ -- _ _ -- Cbrtm— ON RI i 1 3i ffflti1f11fA173 . 1� r �1�� U �LL DATE: 5/13/2008 PROJECT: 'DESCRIPTION: QTY: • 73 SW. LANDMARK LN. 'STYLE: �j PORTLAND OR 97232 #(503) BY: DAN SPEARING GERBER P p 624 -5600 142OO SW 72ND FABRIC: __11 1" — —— Fx #(503)968 -5440 SHEET: 1 I 'FRAME: _ 1 dancpikeawning.com SCALE: , T IGARD, OREGON I POWDER COAT: 4 'P ct \ nil o o re ' E'F] k E o 3 Z'7 ' � P i ' a . • 1 •.,:'a 6'1 -118" -4o i 1 vll�.n� .. Iii111 O ' � �i .. � I • • 0 1 1 • -- _� West Elevat . - ■ - -n � � . , I .‘.',40.--: : itt t, t f { � , i i • 1111 I DATE: 5/13/2008 I PROJECT: (DESCRIPTION: QTY: 7300 SW. LANDMARK LN. pike PORTLAND OR 97232 I BY DAN SPEARING GERBER STYLE: PN #(503) 624 -5600 14200 SW 72ND FABRIC: • P x #(503) 960 -5440 I S HEET: 1 FRAME: ��_ dan ©pikeawning.com SCALE: I/4 " =1' TIGARD, OREGON POWDER C OAT: 1 J���11111111111111L top attachment use 1/4" x 4" x 6" w/ (2) 1/2" x 5" Ryerson - 1-II-RIB-4 wedge anchors _ metal roofing - 1‘" 36" wide. 26 ga. color = white G 2" x 2" x 1/8" 1/2" bolt p r sq. alum. tube \ powder coat ■ color= white ► G 6 1 -3/8" kle V 6' 7 -1/2" Front (2)1/4" 2" x 3 -1/2" - Connection V I 2 " "Z" clip w /1/2 "x5" 1'' wedge anchor G '7'-' cont. gutter 10' 0" color = white , , G ',, downspout �', - -'- color = white H p 4.- occurs at each end 2 x 2" x 1/8 sq. alum. tube powder coat color= white 12' 5" G 7 CANOPY SECTION 0 OCCURS EVERY 36" I DATE: 5/13/2008 I PROJECT: (DESCRIPTION: QTY: • • 7300 SW. LANDMARK LN. PORTLAND OR 97 BY: DAN SPEARING GERBER STYLE: P eke FH #(503) 624 -5600 FABRIC: Fx #(503) 968 -5440 SHEET: 1 14.200 SW 72ND ' dan @pikeawning.com SCALE: 1' 0" = 32' O" TIGARD, OREGON FRAME: POWDER COAT: r concrete wall fl HE LI HI HI Uag 4 4 4 3' 4" 10' 0" 3' 4" 4=0. e4► IC=10 4=0. 4 4=0 4=40 1 I 1 1 3'4" ' 1 1 1 , I ; 1 I . 2' 9 -3/4" , 3' 0" 3' 0" 3' 0" , 3' 0"; ' - 3' 0" ,�- 2' 9 -3/4" 1 1 , , '- gutter , , 1 20' 7 -1/2" — , CANOPY PLAN - - Canopy Frame Canopy Roof 2" x 2" x 1/8" Ryerson - HI-RIB-4 OCCURS EVERY 36" sq. alum. tube metal roofing powder coat 36" wide, 26 ga. color= white color = white i 00 SW. LANDMARKLN. 7 3 I DATE: 5/13/2008 I PROJECT: I DESCRIPTION: QTY: • pke PORTLAND OR 97232 B D SPEARING GERBER STYLE: ; •1.111•6 II• PH #(503) 624 -5600 FABRIC: F, #(503) 968 -5440 � SHEET: 1 14200 SVV 72ND FRAME: dan ©pikeawning.com SCALE: 1' 0" = 32' 0" TIGARD, OREGON POWDER COAT: • . , . ,, ii t1 T1 IoLIo3 ♦ I <---- 24" Coverage -1 36" Coverage ■ � 12•�' 1 r >I�I< ...H. 4\ 12• -• I -4— s > 11.1 aN< I in IA ►N< , I A HI -RIB 3 • 24" COVERAGE HI -RIB 4 • 36" COVERAGE DESCRIPTION DESCRIPTION This panel has 24" coverage with trapezoidal ribs 12" on center, 1'/16' in height and a smaller rib between the Hi -Rib 4 has 36" coverage with trapezoidal ribs 12" on larger ones. These ribs provide maximum structural center, 1 in height and a smaller rib between the strength for superior architectural advantage, as well as larger ones. The maximum structural strength and visual appeal. Panels span up to 6' between purlins. visual appeal, as well as the increased width, make This design was developed for pre- engineered steel this panel a superior choice for large commercial buildings, but is also used for pole buildings and projects. Panels span up to 6' between purlins. Hi -Rib residential applications. With proper installation, Hi -Rib 4 is available in 29 gauge through 26 gauge galvanized can be used on roofs with a pitch as low as 1 to 12". and 26 gauge galvalume. It is also available in 29 Hi -Rib 3 is available in galvanized 29 gauge through 22 gauge through 26 gauge painted. ` gauge. SPECIAL FEATURES SPECIAL FEATURES Custom cut lengths 3' -40'. One third fewer overlaps than the 24" panel (less fasteners needed). AVAILABILITY Allows for quicker application on large projects Consult with your local distributor for thickness and with fewer panels to be handled. availability. Roll formed in ASTM A653 -96 SS Gr 80 steel Custom cut lengths 3' -40'. 80,000 PSI. AVAILABILITY Consult with your local distributor for color, thickness and availability. Roll formed in ASTM A653 -96 SS RYERSON HI -RIB 3 Gr 80 steel 80,000 PSI. ALLOWABLE LOAD (LB/Fr) GAUGE/DECIMAL CONTINUOUS SPAN ASTM A653 -96 SS Gr 80 (80,000 PSI) NOM. THICKNESS 2.0', 2.5' 3.0' 3.5' 4.0' 4.5' 5.0' 5.5' 6.0' RYERSON HI - RIB 4 24/.026 * * * 99 78 63 52 44 ALLOWABLE LOAD (LB/FT 26/.020 * 100 77 61 49 40 34 GAUGE/DECIMAL CONTINUOUS SPAN ASTM A653 -96 SS Gr 80 (80,000 PSI) 28/.017 ' 89 68 54 43 36 30 NOM. THICKNESS 291.015 * ' 106 78 59 47 38 31 26 2.0' 2.5' 3.0' 3.5' 4.0' 4.5' 5.0' 5.5' 6.0' 'Load strength exceeds 100 lbs/ftz 26/.020 100 77 61 49 40 34 Load may be increased by 1/3 for wind load 28/.017 * * * 89 68 54 43 36 30 NOTE: Load strength tables should not be used for pan form systems. 29/.015 ' ' 106 78 59 47 38 31 26 This table is for estimation only. Always consult local codes to determine approved design and construction requirements. Ryerson 'Load strength exceeds 100 Ibs/fT2 EIIIIII:;' assumes no responsibility in the use of this table. Load may be increased by 1/3 for wind load 011 (Rev. 1/02) NOTE: Load strength tables should not be used for pan form systems. This table is for estimation only. Always consult local codes to determine approved design and construction requirements. Ryerson assumes no responsibility in the use of this table. • STRUCTURAL CALCULATIONS FOR GERBER 14200 SW 72nd TIGARD, OREGON -- ALUMINUM CANOPY -- \5 , 39 PROfF 1 87 , di 4 OREGON ✓O ✓04„ 15. , 98 � �(7 yN E. NORO- • EXPIRES: 12 / 31 / 08 gr.' Contents Summary 1 Details A - D 2 - 5 Canopy Calculations Cl - C3 Canopy Analysis DI NORDLING Proj. No.: 08 -128 GERBER - ", e STRUCTURAL ALUMINUM CANOPY 00. tt, ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th, Suite 200 • Beaverton OR, 97008 Date: MAY 2008 By: JHW Sheet No.: COVER • SUMMARY CANOPY DESIGN .CRITERIA 2007 Oregon Structural Specialty .Code Wind . 94.5 MPH (3. sec. gust) .:. . Exp . . Snow .Load;.. ; . .25 psr:.+ !Drifting Snow. Load . Dead Load. 5 psr Connections .. to existing concrete wall. There. is. one .new I0' - aluminum canopy All . members to be 2 x 2..x 6063 -.T6 aluminum .tube_ . . NORDLING Proj. No.: 08 -128 ' GERBER w STRUCTURAL ALUMINUM CANOPY RI 11 � ENGINEERS, LLC PIKE AWNING COMPANY I 6775 SW 111th. Suite 200 • Beaverton OR, 97008 Date: MAY 2008 By: JHW Sheet No.: 1 00 TYP �(E) CONCRETE WALL 1111 0 0 D TYP TYP 7 II N . _ _ _ -h . , - ,2' -9 3/4' 3' -0' 1 3' -0' 1 3' -0' 1 3' -0' 1 3' -0' ,2' -9 3/4' 20' -1 1/2' s 0 RYERSON 'HI -RIB 4' 26 C a METAL ROOFING.. ATTACH TO SUPPORT MEMBERS W/ "6 x 1 /2' GALV SCREWS AT EACH VALLEY. AT PARALLEL SUPPORTS, SPACE SCREWS AT 16' o/c MAXIMUM. BUTTON PUNCH SIDE LAPS AT 12' o/c MAXIMUM. \ 5 ,�0 P ROFt J � v lv 4,187 Se r O' GON aI 4 CANOPY PLAN ✓ �ti^, G 75 ). N EXPIRES: 12 / 31 / 080 NORDLING Proj. No.: 08 -128 GERBER k . i STRUCTURAL ALUMINUM CANOPY ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th, Suite 200 - Beaverton OR, 97008 Date: MAY 2008 By: JHW Sheet No.: 2 ' � . `^ ' ` ` ' ' .. . r...- I .•f O F . [ . : r V ° 2x2xt/e ALUM K1 • ; • ... ,.-----(E) GONG WALL. f• "• I O F 0 B . "q•i 2x2xI /8 ALUM 3' -4' 3' -4' 3' -4' s 10'-0' ENGINEER OF RECORD TO REVIEW (E) CONCRETE WALL FOR LOADS IMPOSED BY CANOPY: F F F B SNOW 355 p WIND -160 lf 290 30 p If 160 pl \5 ��� 0 PROFF s /o p p p • 187 .. r O' ' GON i f ® CANOPY 4 !BUILDING ✓o E— I 7 ? f.NOR0 \ A_ -I EXPIRES: 12 / 31 / 0: V`.j NORDLING Pro;. No.: 08 -128 GERBER 0 � ` STRUCTURAL ALUMINUM CANOPY ----' ‘ k 4). M ENGINEERS, LLC PIxE AwrrirrG coMPArrY 6775 SW 111th, Suite 200 • Beaverton OR, 97008 Date: MAY 2008 By: JHW Sheet No.: 3 • EXISTING CONCRETE WALL I' 2' 1 2' I' . ., I E 14 x4 x0 ' -6° ¶ T T 4 4 I a / ^ 1 • ., 1., ., - I, - 8 1 tf— O''‘ � l2) 1 /2'4 , ANCHORS (4' EMBED) r1 I ,' 2' x 2 ° ALUM_ TUBE iv - -• --_ • 4 4 a 4' ANCHOR OPTIONS: HILTI 'KWIK —BOLT II° ANCHORS J 1 L SIMPSON 'WEDGE — ALL ° ANCHORS SIMPSON 'TITEN I-1D' ANCHORS SPECIAL INSPECTION NOT REQUIRED_ 0 CONNECTION DETAIL C t BRACKETS. r ° I ct ANCHORS I., 2' x 2' ALUM. TUBE loilli, r" 1 -1 I., ' !i y "14 HEX HEAD TEK SCREW — _ rl I I � 3 /8'4 , ANCHOR (2i' EMBED) .-,c, f I <i 1 •' 3 /I6 x I ' Z—BRACKET w .d 2i' MIN 1 ANCHOR OPTIONS: HILTI 'KWIK —BOLT II' ANCHORS ��D PRO SIMPSON 'WEDGE HD ANCHORS WEDGE — ALL ° ANCHORS SIMPSON � 1 NE /O SPEC INSPECTION NOT REQUIRED. - 12,187 y I OREGON I CONNECTION DETAIL 15 D O6, ' E. NOFRO\- \ N4 .N _. .._ EXPIRES: 12 / 31 / 08 W4 NORDLING • Pro;. No.: 08 -128 GERBER STRUCTURAL ALUMINUM CANOPY ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW I I I th, suite 200 • I3caverton OR, 97008 Date: MAY 2008 By: JHW Sheet No.: 4 I 1 2' x 2' ALUM, TUBE I �' / 1. 2' x 2' ALUM, TUBE fE I /4x EACH SIDE IDE 0 � METAL ROOFING nipi I 11 -" llLIIIII Millillinialailan lin 1/2'0 M_ BOLT II TYP I 2' x 2' ALUM, TUBE 2' x 2' ALUM, TUBE I 0 i/ ► TYP e tc l,tD PROFF cv • ,187 ' 111 a OR GON 0 CONNECT I ION D E T A I L "o' �ti ` F , s N�R � � �� NIIIP ha EXPIRES: 12 / 31 / 9 .-1 f NORDLING Proj. No.: 08 -128 GERBER " ' STRUCTURAL ALUMINUM CANOPY 1‘ a _ _ y' ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th, Suite 200 • Beaverton OR, 97008 Date: MAY 2008 By: JHW Sheet No.: 5 • • DEAD: 1 -sf • WIND: 1&1 -sF Ih 5J111M11 111111 JflIfl111l1hI1 �6 1 115.50 OW 68 per - -.1 �� 39 per 25 per IM 1111B .�llll�llll IIInmuI l , `. >� 3'-4' 3' -4' I 3' -4' 1 T • 0 ' O N. O F<1 . N. • NORDLING Proj. No.: 08 -128 s - : i STRUCTURAL ALUMINUM CANOPY ‘, ,, h.. ' ; '' ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th. Suite 200 • Beaverton OR. 97008 Date: MAY 2008 By: JHW Sheet No.: C1 _ • 4 ROOF DECK 5 CROSS SUPPORTS O CANOPY BEAM ' DL SL WL DL SL WL DL SL WL 1 68 18 PSF 1 53 18 PSF 1 - 53, 39 18 PSF T.W. 1' -0 T.W. 3' -4' nu. 3' -4' x 3' -0' W 11= IP (11111 11111) A L A b W Jr 3' -0' 1 .1, 10' -0' 1 111111 111111 D + S D + 5 A A b 2.00 TA 2.0 x 2.0 x 0.1 2 5 b 2.00 TA 2.0 x 2.0 x 0.1 2 5 1 d 2.00 6063 -T6 25,000 psi d 2.00 6063 -T6 25.000 psi A I 3' -4' tr 0.125 Fb 15.152 psi tr 0.125 Fb 15,152 psi RDL 5 5 RDL 3 23 ALLOWABLE SUPERIMPOSED LL 265 265 LL 203 842 LOAD = 100 psf _ek_ TL 270 270 TL _ 205 865 Shear 270 I Shear 2051 1 530 RYERSON HI -RIB 4 -270 I 1 -3351 ALLOWABLE LOAD (LB/FT') GAUGE /DECIMAL CONTINUOUS SPAN ASTM A4S 3-98 SS Gr SO (80,000 PSI) +• THICKNESS 203 683 217 - 2.0' 2.5' 3.0' 3.5' 4.0' 4.5' 5.0' 5.5' 6.0' ∎ 1 Moment 0 150' 0 1 Moment' 0 3.33' -4331 1671 126/.020 • . • 100 77 61 49 40 341 26/.017 89' b8 54 43 30 3U 29/.015 • • 106 78 59 47 38 31 26 - A DL 0.00 -0.001 0.00 A DL 0.00 -0.005 0.001 -0.029 'Load strength mewls 100 room load maybe Increa..d by to for wand load A LL 0.00 -0.058 0.00 A LL 0.00 -0.659 0.001 0.133 NOTE: Load strength mhos should not oo used for pan form .yst.mms. The table Is for estimation only. Always consun tom codes to 0.00 -0.059 0.00 0.00 -0.663 0.001 0.1221 daymone approved d..pn and construction requirements. Ryerson assumes no msponsmlaty em the use of this table. fb I 4,404 ( 0 fb 14,862 -4,712 ( 0 of 0; -9,424 D +W D + b 200 TA 2.0 x 2.0 x 0.1 2 5 b 2.00 TA 2.0 it 2.0 x 0.1 2 5 d 200 6063 -T6 2 psi d 2.00 6063 -T6 25,000 psi tr 0.125 Fb 15,152 psi tr 0.125 Fb 15,152 psi RDL 5 5 RDL 3 23 LL -91 • -91 LL -45 -407 m -86 -86 m -43 -385 1 Shear 86 1 Shear 1281 1 -431 -86 1 -64 -143 143 1 Moment 0 Lso' 0 1 Moment 0 3 33'1 2851 167' A DL 0.00 -0.001 0.00 A DL 0.001 -0.0051 0.001 -0.029 A LL 0.00 0.020 0.00 A LL 0.00 0.094 0.00 0.520 0.00 0.019 0.00 0.001 0.089 0.001 0.491 fb -1,395 0 fb 1 -3,099 3.099 0 0 01 6,198} NORDLING Pro;. No.: 08 -128 STRUCTURAL ALUMINUM CA o Y „ lit, v.,,. Ze ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th, Suite 200 • Beaverton OR, 97008 Date: MAY 2008 By: JHW Sheet No.: C2 ;,_ • ID BRACE © BRACE CONNECTIONS 1 2' N...: 102' G,iv TPI Ira' fE EA. SIDE A • � T � R P tV PI V _�� A P '���.. D + S ilia T 1068 Ibe D +5 Y 865 Ibs D +S P 865 Ibs R 1,315 Ibs (2) 1/2 "0 1610 "KWII( BOLT II" (3 1/2" Embedment) PI 1,068 Ibs P/TAN(39') lfihi 'KW IK BOLT II' T V No.: 2 PALL 1,000 Ibs 1068 865 T 1,315 Ibs P /SIN(39') VALL 1,840 Ibs 0.534 0.235 0.441 1/2 . 4) (SAE GRAE 5) M. BOLTS BA IN 3.50 in 1,000 1,840 D + W ESt - 1395 Unity (Ph/Pt)t"+(Vs/Vt)'n T ALL = 6 Ibe P 385 Ibs ( " Simpson "WFDGEALL" (3 3/8" Fmbedinent) S n,son "WEDGE-ALL" T V No.: 2 VALL = - 1,161 Ibe DBL V PALL 994 lbs 1068 865 P1 415 Ibs P/TAN(39') VALL 1,850 lbs 0.537 0.234 0.444 BALL = 1,500 Ibe F T 612 Ibs P /SIN(39') ER -36331 1 3.38 in 994 1,85o Unity - (Ps/Pt) N +(VsM)sn 0 1be 1,315 b. (2) 112 "0 Ponen "POWER -BOLT' (3 1/2" Embedment) LC2 = + Powers •POWER -BOLT T V No 2 3,921 !be 1500 Ibe • 2 2 x 2 x '% ALUMINUM TUBE PALL 815 Ibs 1068 865 VALL 2,087 lbs _ 0.655 0.207 0.862 /� _t, D + 5 BUN 3.50 in 815 2,087 = 0.458 < 1.00 -ok- Tension ER -5225 Unity - (Ps/Pt)+(Vs/Vt) f t 1,467 ps i (2)1/2•'0 Simla en "TIN -HD" (3 5 /8" Embedment) Ft 15,152 psi -ok- Snnpson "T1TfN -HD' T V No.:2 T 1,155 Ibs P•CO5(33') PALL 2,270 lbs 1068 865 D + W VALL 2,795 Ibs 0.235 0.155 0.134 M 2,883 in -Ibs BAIN 3.63 in 2,270 2,795 Compression ESR -1056 Unity '(Ps/Pt)"4(VsM)sn 5 025' x 2' 2 / 6 fa 653 psi 0.1661 in Fa 2.892 psi -ok- 0.3333 1n x 2 fee • f b 8,649 psi F 15,152 psi -ok- . . • . NORDLING Proj. No.: 08 -128 GERBER ' STRUCTURAL ALUMINUM CANOPY : ?, i , , ,,,,,,i 4. ..„.,..,:t '( -H , ENGINEERS LLC PIKE AWNING COMPANY 6775 SW 111th, Suite 200 • Beaverton OR. 97008 Date: MAY 2008 By: JHW Sheet No.: C3 ASCE 7.05 Wind Force Standard Components and Cladding - Method 2 Wind Speed : 94.5 mph Elposure : B Importance (Iw) : 1.00 Structure Type : Building - Components & Cladding Building Type : Enclosed Building Topographic Feature Height (h) : 25 ft Homogeneous Height of Hill (h) 0 ft qh : 12.92 psf Crest Length (L,) 0 ft GCp : 1.4 comer zone Crest to Structure Dist (x) 0 ft External Pressure : 18.1 psf Ka: 0.85 Kt : 0.00 GCpi: ± 0.18 K2: 0.00 Kn : 1.00 K3 : 0.00 Snow Drift Analysis Snow Loads L upper 75' -0" Ground Snow Load 25 psf L lower 10' -0" Roof Snow Load 17.5 psf Drift Type Lower Structure W 11.64 ft Upper Roof Pitch 0.25 / 12 Seperation Distance 0 Height Hr (hc + hb) 15' -0" Drift Surcharge Only Considered When Drift Surcharge Applies ? hc/ hb >0.2 (he = hr- hb)[(hr- hb) /hb >0.2] = 13.79 Yes hd = (0.43 (Lu^(1 /3)) * ((Pg + 10) ^(114)) - 1.5) * ((20- S) /20) 2.91 ft hb = Pf / y 1.01 ft. = 0.13Pg +14.0 < =30pcf 17.25 pcf SUMMARY Surcharge Load due to Drifting Pd 50 psf Drift Load at Lower Roof Edge 7 psf NORDLING Proj. No.: 08 -128 GERBER Lric STRUCTURAL ALUMINUM CANOPY ENGINEERS, LLC PIKE AWNING COMPANY 6775 SW 111th, Suite 200 • Beaverton OR, 97008 Date: MAY 2008 By: JHW Sheet No.: D1