Loading...
HomeMy WebLinkAbout1940 E 1st St #164 - Technical TECHNICAL Permit Address 1 E 1 �r 1 e Project description \aAt'Lm Date the permit was finaled ra" Number of technical pages o DIBBLE ENGINEERS 'M' M V WIWI AARONS TENANT IMPROVEMENT STRUCTURAL CALCULATIONS PORT ANGELES, WA PREPARED FOR: Port Angeles Plaza Associates 650 South Orcas Street, Suite 210 Seattle, WA 98108 6 i z A U v OF `4ASH .v 4,37 swim S ONAL z Z® IZ WI I Structural Calculations RECEIVED Project 12- 013/302 Prepared by MAR 2 1 2012 Dibble Engineers, Inc. March 13, 2012 CITY OF PORT ANGELES BUILDING DIVISION 1029 Market Street P 42 5u 42 K i rfcland,, WA 98033 °t F 4'2'5 827 B 31 5'i t .r q"t'c��; T s.'+a'a� a.. Al4"ke'4ya.W,F,,.> MI MO MIll I. OM IN ME NM I OM MO �A GI .OM N r 0 g n ,z, 4 -0 lii? IA 9 E c g 1:14, O. 4 Xr‘ Ert. "ze rik• 142' -0" J I 108'.-9" •1S' -0" 28'_0" 9 -8 20' -2" 34 8 32'_3.. 2 4•_ 10 T p o� N' Il -1 111 m o o O n m m 3 4�' o 1 u .i;.. 1111. m. T =I QA ZONE N all :ry <7 g$S ti r a 1 1616' b P. $a 0 1 ,0 a 8 NOD I m o o OD CPS m a DG DZ N O O 48. I I OIP 4W4 10161716E4 SEP 4 I El 1 1 1 14' -10" _6. mac ze' 4' -p" 9' -pJ w o i ti a o d Ula I 6 s rk r 7 4ti 'i J II O D z�O 8 n ii z z O O V S F n II x rn o �ZD On F m m y? F II o F z M z m aA c A O x P5 O�OOZ A rnk n� N r) •yl N Z (n `L V70 O C6 Zm N n rD o rn Po Z V) =a gnE :5- F j j C f 2 2 y n t 2 m Z r D D� CZ-) Om mm-I mm2 N m T� m D m �O A O m Z O C N fIl m� °�Am F 1^ m D 1/3 44 F r O O Z v Zym�00 r o A T r �Z 6 Z m r yy �zym0� a m l m -I Z m� mOm0 =pZn m N u O N OA O F� O Z m C/7 a i m n �rlm�4c z a cn m 1 m DO m?uni O m z n n SHEET NUMBER: SHEET NAME: DRAWN :Y: A3 DIMENSION PL CAW LICENSE: D STORE LOCATION: .t.......".....4—"-'- 02/09/12 0 j 170 PLAZA ST. 0 PORT ANGELES, WA 98362 309 EAST PACES FERRY ROAD ATLANTA, GEORGIA 30305 —P PHONE NUMBER: (678) 402 -3000 l I a Wahl Heights sCu�rta�i I L; ir n i� ti n g c a v p f 5 sfgp.: sf t� sf (s) StdQ Spac iooao m5 sf :1 5 2 N -_p it x 3 25, }p4. o 4 m w: mm wa 0:m F b� rT O e` a v 7 4 n a�!Member(in)�o.c� eU,120�L=/240 -0 360, :U240,,��U360U60Q ,l/240:.,,U360 ;U600,t ;L@40�U360,�U600„ ,U240.- U600a {U240:''IJ36 0240103600/800s ;0240 ,�L/360 c,U600;'. 1 4005137.33 12 251" 19' 11° 17 4" 13 9" 12 0" 10' 2" 12 6" 1011" 9 2" 11' 7" 10' 2" g7" 19 11" 9' 6" 8' 0" 10' 4" 9' 1" T 8" 9' 11" g8" 7' 4" 9' 2" 8' 0" 6 9" 400S137 -33 16 22' 9° 16 1' 15' 9" 12 6" 10' 11" 9' 2" 11' 4" 9' 11" 8' 4" 10' 7" 9' 2" T 9" 9' 11" 8' 8" T 4" 9' 5° 8' 3° 6 11" 9 0" 710" 6 8" 8' 4" T 4" 6 2" 400S137.33 24 19' 11" 15' 9" 13' 9" 10' 11" 9' 6" 8 0 9' 11" 8' 8" 7' 4 9' 2" 8' 0" 6 9" 8' 8" 7' 7 6 4" 8' 3° 7 2" 6' 1" 7,10" 6' 10" .5' 9° T 1'1 6' 4" 5' 4" 4005162.33 12 26' 3° 20' 10' 18' 2" 14' 5' 127" 1g 7" 13 1' 11' 5" 9' 8' 17 2" 10' 7" 8' 11° 11' 5° 10' 0" 8' 5 10' 10" 9'. 6" 8' 0" 10' 5" 9' 1" 7' 8'. 0 8' 8 5' T 1" 4005162 -33 16 23' 10' 18' 11° 16.6' 131" 11' 5" 9' 8° 11' 11' 10' 5' 8' 9' 11' 0° 0 8° 61" 10' 5" 51' 7' 8° 910° 8' 7" T 3" 9' 5" 6 3" 6 11' 8' 9° T 8" 6 5' I 4005162 -33 24 2010' 16 6' 14' 5' 11' 5' 10' 0" 6 5° 10' 5" 01" T 8" 0 8' 6 5' T 1' 0 1' 7' 11' 6' 8° 8' 7° 7' 6" 6 4° .6 3° '7' 2" 6 1° 7' TY 6 8' 5 7° 400S200 -33 12 27 7" 21' 11" 19' 1" 15 2" 13' 3" 11' 2" 13' 9" 12' 0" 10' 2" 12' 9" 11' 2" 9' 5" 12' 0" 10' 6" 8' 10" 11' 5" 10' 0" 8' 5" 10' 11" 0 6" 8' 0" 10' 2" 8' 10" 7' 6" 4005200.33 16 25 1" 19' 11" 17 4" 13 9" 12 0" 10' 2" 12' 6" 10' 11" 9' 2" 11' 7" 10' 2" 8' 7" 10' 11" 9' 6" 8' 0" 10"5 9' 1" T 8" 5,11" 8' 8" T 4" 9' 2" 8' 0" 6 9" 4003200-33 24 21' 11" 17 4" 15' 2" 12' 0" 10' 6 8' 10" 10' 11' 9' 6" 8' 0" 10' 2" 8' 10" 7' 6" 9' 6' 8' 4" 7 0" 91" T 11 6' 8" 8' 8" T 7" 6 4" 7' 111 7 0" 5 11" 4005137 -43 12 27 3" 21' 8" 16 11" 15 0° 13' 1" 11' 0' 13 7' 11' 11' 10 0° 12 8" 11' 0" 0 4' 11' 11' 10' 5' 8' 9' 11' 3' 91 0" 8' 4 1010" -9 5' 711" 10' 0' 6 9" 7 4° I 400S137-43 16 249" 10 8' 1T 2' 13 7° 1111" 10' 0' 12 4" 10' 10" 0 1" 116° 10 0" 6 5' 10' 10° 0 5° T 11' 10' 3 8' 11' 7 7" 0 10' 87" T 3' 0 1' 7' 11° 6 8" 4005137.43 24 .21' 8" 17 2" 15 0" 11' 11" 10' 5° 8' 9' 1010" 0 5" 7 11' 10' 0" 8 9° T 4" 0 5° 8' 3' 6 11' 8' 11° 7•10" 6 7' g7" T 6" 6 4' 7 11' 611" 10° 4005162.43 12 28' 7' 22 8" 19' 9" 15' 8" 13' 8" 11' 7' 14' 3" 12' 5" 10' 6" 13' 3" 11' 7" 9' 9" 12' 5" 10' 10" 9' 2" 11' 10" 10' 4" 8' 8" 11' 4" 9' 10" 8' 4" 10' 6" 9' 2" 7' 9" 400S162.43 16 25' 11° 20' 7' 18' 0" 14' 3" 12' 5" 10' 6" 12' 11" 11' 4" 9' 6" 17 0° 10' 6" 8' 10" 11' 4" 9' 10" 8' 4" 10' 9" 9' 5" T 11" 10' 3" 0" T 7" 9' 6" 8' 4" 7 0" 4005162.43 24 22' 8" 18' 0" 15' 8" 12' 5" 10' 10" 9' 2" 11' 4" 9' 10" 8' 4" 10 6" 9' 2" 7 9" 9' 10" 8' 7" T 3" 9' 5° 8' 2" 6' 11" 9' 0" T 10" 6 7" 8' 4" 7 3" 6' 1" 400S200 -43 12 30' 2" 23 11' 2 5 1 1 15 7" 14' 6" 122' 15' 1 13 2' 11' 1 14' 0" 17 2" 10 3" 13' 2° 11' 6" 0 8° 12 6' 1011' 0 2° 11' 11' 10' 5' 6 9' 11' 1' 0 8' 8' 2' I 4005200.43 16 2T 4° 21' 0' 10 0' 15 1' 13 2' 11' 1° 13 8° 11' 11" 10' 1° 12 8" 11' 1" 0 4' 11' 11° 10' 5" 8' 9" 11' 4" 911" 8' 4" 10' 10" 9' 6" 8 0" 101" 6 9° 7 5° 400S200 -43 24 23 11' 100° 16 7° 13 2° 11' 6" .0 8' 11' 11° 10 5" 8' 9° 111' 8' 6 2" 10' 5' 0 1' T 8" 011° 8 8" 7' 3° 9' 6" 8 3" 7 0" 8' 9" 7 8" 6' 6° 4005137.54 12 20 2" 23' 2" 20' 3" 161" 14' 0" 11' 10" 14' 7" 12 9" 10' 9" 13' 6" 11' 10" 911' 12' 9° 11' 1" 9' 4" 12' 1° 10' 7' 8' 11" 11 7' 10' 1" 8' 6" 10' 9' 9 4" 7 11" II) 4005137.54 16 26' 6" 21' 1" 18' 5" 14' 7" 12 9" 10' 9" 13' 3" 11' 7" 9' 9" 12' 3" 10' 9" 01" 11' 7" 10' 1" 8' 6" 11' 0" 9' 7" 8' 1" 10' 6" 9' 2" 7 9" 9' 9" 8' 6" 7 2" 4003137-54 24 23 2" 18' 5" 16 1" 12 9" 11' 1' 9' 4" 11' 7" 101" 8' 6" 10' 9" 9' 4" 7 11" 101" 8' 10" T 5" 97" 8' 4" 7 1" 9' 2" 8' 0" 6 9" 8' 6" 7 5" 6 3" 0' 7' 400S162 =54 12 3 24' 3' 21' 2° 16 10" 14' 8" 17 5' 15' 3° 13 4" 11' 3° 14' 2" 17 5" 10' 5" 13 4" 11' 8" 910' 12 8" 11' 1" 9' 4° 121' 10' T' 811' 11' 3° 0 10" 8' 3" r 400S162.54 16 2710" 27 1" 10 3" 15' 3" 13' 4" 11' 3" 13 11 17 1" 10 3" 12 11" 11' 3" 0 6' 12 1" 10' 7" 8' 11° 11' 6° 10' 1 8 6' 11' 0" 9 7° 8' 1' 15 3" 8' 11" T 6' 79" .101° 8' 9' T5" 97° 85° 71° .8'11" 7.9" 67 0S-' 22 10" 6° 13 1" 2 1 1 1 01"" 0" 1124'110".. g 1 8" 1" 2' 01' 9 2" 5 1 10' 4' 8' 9" 40 .54 54 12 16 3292' 44:: 25 23 84" 22' 1 7 92:: 1514' 6" 13' 1" 1614' 2" 11' 191" 1513' 0 13' 1 1" 1 0" 12' 4 1213 5 2 11 10 7 9 8' 110 1 11' 1 8 1" 10' 2' 8' 7" 9' 5 7 11" 400S200.54 24 25' 8" 20' 4" 17 9" 14' 1" 12 4" 10' 4" 12' 10° 11' 2' 9' 5" 11' 11" 10' 4" 8 9 11' 2" 9' 9" 8' 3" 10' 7" g3" T 10° 10 2" 8' 10" T 6" 9' 5" 8' 3" 6 11" v\ 400S137 -68 12 31'3" 24'9" 21'8 172" 15'0" 128' 15'7" 137' 11'6° 14'6° 128" 10'8" 137" 11'11° 10'0' 1211" 11'3" 06" 174 1010° 0 1' 11'6" 160" 8' 5' J 400S137.68 16 28' 4" 22 5 19' 8 15' 7" 13' 7" 11' 6" 14' 2" 12 4' 10' 5" 13 2" 11' 6" 9'.8" 17 4" 10' 10" 91' 11' 9" 10' 3" 8' 8" 11' 3" 0 10" 8' 3" 10' 5" 01" T 8° 400S137.68 24 24' 9" 10 8" 17' 2° 13 7° 11' 11" 10`0" 12 4' 1010" 0 1" 11' 6° 10' 0' 8' 5" 1010' 0 5' T 11° 10 3" 8' 11" 7 7' 910". 8 7° T 3' 9' 1' 711' 6 8" 4003162-68 12 32' 9" 26' 0" 22 8" 18' 0" 15' 9" 13' 3" 16' 4" 14' 3" 12' 1" 15' 2" 13 3" 11' 2" 14' 3° 12 6" 10' 6" 13' 7" 11' 10" 10' 0" 13' 0" 11' 4" 9' 7" 12' 1" 10' 6" 8' 10" 4005162.68 16 20 9" 23' 7" 20' 7" 16' 4" 14' 3" 12' 1" 14' 10" 13' 0" 10' 11" 13' 10" 12' 1" 10' 2" 13' 0" 11' 4" g7" 12' 4" 10' 9" 91" 11' 9 10 3" 8' 8" 10' 11" 97" 8' 1" 400S162.68 24 26' 0" 20' 7" 18' 0" 14' 3" 12 6" 10' 6" 13' 0" 11' 4" 9' 7" 12' 1" 10' 6" 8' 10" 11' 4" 9' 11" 8' 4" 10' 9" 9' 5" 7 11" 10' 3" 0 0" 7 7" 9' 7" 8' 4" 7 0" 4005200.68 12 34' 8" 27 6" 24' 0" 10 0" 16 8' 14' 0'. 17 4' 15' 1" 17 9" 161" 14' 0" 1110° 151" 13 2" 11' 1" 14' 4" 12 6" '10' 7" 13 9" 17 0" 10' 1" 12 9" 11' 1" 0 4° 4005200.68 16 31' 5° 25' 0" 21' 10" 17 4' 15' 1" 12 9° 15' 8° 13 9" 11' 7" 14' 7° 129" 10' 9" 13 9° 12 0" 10 1' 13 0" 11' 5° 9 7" 17 6" 1011° •9' 2" 11' 7" 101" 8' 6" 4005200.68 24 276 21'10" 100 15'1° 13' 2 11' 1 139 120 101" 179° 11' 1 0 4" 120 105 810 11' 5 011 8 4" 10'11 9'6 80° 101 610' T 5" e" cf: i- Ss"C.•rkat '117.4 t,<.^ tOMTI9 lcf. i A'"': t `i i;. �.1: lifO ir�ir'"c...' e,,, VV704 9 .;'Y.1 a bra g 3'+". a ,x55 k.� "t' !i ,$tiz, 5505162.33 12 33 8 26' 8" 23' 4" 18 6 16' 2" 13 16 10" 14' 8" 12' 4" 15 7" 13' 7" 11' 6' 14' 8" 12' 10" 10' 10" 13 11" 12 2 10' 3" 13' 4" 11' 8 9 10" 12' 4" 1010" 9' 1" 5503162-33 16 30' T 24' 3° 21' 2" 16' 10" 14' 8" 12 4" 15' 3" 13' 4" 11 3" 14' 2" 12' 4" 10' 5" 13' 4" 11' 8" 9' 10" 12' 8" 11' 1" 9' 4" 12' 1" 10' 7" 8' 11 11 3" 9' 10" 8' 3° 550S162.33 24 26' 8" 21' 2" 18' 6" 14' 8" 12' 10" 10' 10° 13' 4" 11' 8" 9 10" 12' 4" 10' 10" 9' 1" 11' 8" 10' 2" 8' 7" 11' 1 9 8° 8' 2° 10' 7'1 9' 3" T 9" 9' 51 8' 7" T 3" 5505162.43 12 36 8" 291' 25' 5" 20' 2" 17 7" 14' 10" 18' 4" 16 0° 13 6' 17 0" 14' 10° 17 6" 15 0" 13 11 11,9" 15' 2' 13' 3" 11' 2° 14' 6" 17 8" 15 8" 13' 6° .11' 9" 911° 5505162 -43 16 33 3" 26 5" 23 1" 18 4" 15 0" 13 6" 16 7° 14' 6" 12 3" 15 5" 13 6° 11' 4" 14'.6' 12 8" 10' 8" 13 9" 12 0" 10' 2" 13 2° 11' 6" 0 8" 12 3" 10' 8" 0. 0" 5505162 -43 24 29' 1" 231° 20' 2" 16 0" 13' 11" 11' 9" 14' 6' 12 8" 10 8" 13 6' 11' 9° 0 11' 12' 8' 11' 1" 0 4" 12' 0" 10' 6' 810' 11' 6° 10' 1' 8' 6° 10' 8' g4. 7 10' I 5505162 -54 12 39'4' 31'2° 273 21'7" 18'11" 15'11" 19'8' 172° 14'5" 18'3" 15'11" 13'5' 172" 15'0" 127° 16'3° 14'3" 12'0° 15'7" 13'7' 11'6" 14'5° 127" 10'8" 5505162.54 16 35 9" 28' 4" 24' 9" 19' 8' 17 2" 14' 5" 17' 10" 15' 7" 13' 2" 16' 7" 14' 5" 12' 2" 15' 7" 13' 7" 11' 6" 14' 10" 12' 11" 1011" 14' 2" 12' 4" 10' 5" 13' 2" 11' 6" 0 8" 550S162.54 24 31' 2" 24' 9" 21' 7" 17'2" 15' 0 12 7" 15' 7" 13' 7" 11' 6" 14' 5" 12' 7" 10' 8" 13' 7" 11' 11" 10' 0" 12' 11" 11' 3" 9' 6" 12' 4" 10' 9" 0 1" 11' 6" 10 0" 8' 5" 5505162 -68 12 42 2" 33 5" 20 2" 23 2° 20' 3" 171" 21' 1" 18' 5" 15' 6" 10 6' 171" 14' 5" 18 5" 161" 13' 6° 17 5" 15' 3" 1210" 15 8" 14' 7" 17 3" 15' 6° 13 6" 11' 5" 550S162 -68 16 36 3° 30' 4' 26 6" 21' 1' 18' 5' 15' 6" 101' 16 8° 14' 1° 179' 15' 6" 13 1' 16 8" 14' 7° 12' 3" 15 10° .1310" 11' 8' 15' 2' 13 3" 11' 2' 14' 1' 12 3" 10' 4" I 5503162.68 24 335' 266° 232" 18'5° 161" 136' .168' 14'7° 173' 15'6° 136' .11'5' 14'7' 179" 10'9" 13'10" 121" 102' 13'3" 11'7 0 9" 173° 10'9" 91' 1 .U' E 1 S5' S IeZ 3/ e Z i'L 1 Lhi) 5/ 60....11 4E41 s I pet' 1 s f denotes stress controlled section, all other sections are deflection controlled I See page 16 for Wall Height Table Notes 17 1 I No. Sheet No. I DIBBLE ENGINEERS, INC.. �„�i'� r Project Date 1 Subject/ 14 13 7- CD U VC- T (E• S .i2 C..._ 1 H v..-R1 C... 774....1 4116 7 4-...) a ie_aC: r S /VL C F J Z. 2_?/ C .a 10, J I it....):. :','-77/ 4 z.. cc, c) h Y K:..• a i 1 /L. 7"'..:. 4 i 1 .s 4 C-_-7 Jam, !C% a J L t 3 .c.) c- 4 3� Ty f 1 v U� r`'C d 0 i/ ti 1 (--)S 7y L t 3 3 0 0 ,z -ma c C /4G:;:.� 47--i c.�' J c,) s c,.... /U Ale._.,t /6 7 aCpc. ,ma=r Tv cow 5c12. L'--4 /V 1 1 DIBBLE ENGINEERS, INC Project No Sheet No I ENGINEERS, Project ,f Date 7...f.,,a, -1 /-2_....1.,7_,4, ----7: (4,, I Subject B; A/ L''''.-- C. J,_ 4--' r'r ‘:r 1 1 I 1 i 1 1 1.._.) a. e 7 c /cfD 7 1(.I j 7 7.- 2. a cc._ r'... 2 a_ 7 c_c,„ 7 Av....re: I I 1 '4....x...,c.A- I I 37' I /e 0 ,,thi.A.-- 1 4.‘ 4 1 1 1 I 1 --/c s e:".: 2 8 A-/ 1 -e—re.. '7" /,‘../C_ /aa ,S(41._'" 6 /e s I .3 I V C' "C" ..."4"/2„ ...4/ —4 c 1 Z., 6.1. C e,..-... "7," 17Z-4, VC/a C '7""' /E 7-(2) 1 i-.....et-L 7-cn c.,e; ,4. 4 i 77 1 1 S C. r _Sc 47;77 /c.D 1 I 4...)!:- .3c,.. .7" fl.., .C.. A.,2_,/r- i I Title Block Line 1 Title Job You can change this area Engineer: using the "Settings" menu item Project Desc.: 1 I and then using the "Printing L A Title Block" selection. Title Block Line 6 Punted' 12 MAR 2012 3:31PM .ec6 File: 1 12012 Protects112 013 Port Angels Plaza Morons TI1hvac support A Wood Beam ENERCALC INC 1983-2011, Build 6 12:3.6 Ver 6 12.3:6 1111tAtt Ct1'16'1•`02 4fit kV t *i' W 0:4 k smite t? t N iN� t Description HVAC Sleeper 1 Shear Check I Material Properties Calculations per NDS 2005, ASCE 7 05 Analysis Method Allowable Stress Design Fb Tension 850.0 psi E Modulus of Elasticity. Load Combination 2006 IBC ASCE 7 -05 Fb Compr 850.0 psi Ebend- xx, 1 ,300.0ksi Fc PrII 1,300.0 psi Eminbend xx 470.Oksi I Wood Species Hem Fir Fc Perp 405.0 psi Wood Grade No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70 pcf Beam Bracing Completely Unbraced D(0.2) T 'F 1 4 4x8 6 7-7c.- c a 1 Span 2.50 ft Applied Loads Service loads entered, Load Factors will be applied for calculations. I Beam self weight calculated and added to loads Uniform Load D 0.20 Tributary Width 1.0 ft, (HVAC) DESIGN SUMMARY es nIDK; Maximum Bending Stress Ratio 0.227: 1 Maximum Shear Stress Ratio 0.153 :1 I Section used for this span .4x8 Section used for this span •4x8 fb Actual .250.58 psi fv Actual 23.01 psi FB Allowable 1,103.04psi Fv Allowable 150.00 psi I Load Combination +D Load Combination +D Location of maximum on span 2.500ft Location of maximum on span 1.900 ft Span where maximum occurs Span 1 Span where maximum occurs Span 1 Maximum Deflection I Max Downward L +Lr +S Deflection 0.000 in Ratio 0 <360 Max Upward L +Lr +S Deflection 0.000 in Ratio 0 <360 Max Downward Total Deflection 0.012 in Ratio 4998 Max Upward Total Deflection 0.000 in Ratio= 0 <180 1 Overall Maximum. Deflections Unfactored:Loads I Load Combination Span Max. Defl Location in Span Load Combination Max. Defl Location in Span D Only 1 0.0120 0.000 0.0000 0.000 .Vertical :Reactions. Unfactored Support notation Far left is #1 Values in KIPS I Load Combination Support 1 Support 2 Overall MAXimum 0.512 D Only 0.512 1 1 1 I v r o CL CD t•e7-1-6-‹ n� o i r o 1 r i f i F a y 1 S F «)<I I 1 t 7 1 m L<. t ID 1 N a I 1 1 I 0 CL cn m W X t IV r r J rn V I 1 1 i i 1 1 1 1 Im x T' v c co N N 0 T N n O m N a) III 3 a P E 1 1 r c_ W 1 X 1 i i; y'r 1: I L f f. f i f t if f i f 1 i ce... f 3 i a gy m. i i i 1 ^-K 1 s-^ i 3 .yam 1 i is 1 i 7 1 M 0 N N o 1 0 O m N CO N W I a 71 1 C 7 7 1 IH c o x r r W m N or" I y 4 it 1 4 i f t 3 r 1 t t 1 v e I r `I I I I i 1 _1. q.w f i f y t f 9 W 3 j f I II i I i I t I x i c N N c._. o v I 0 N s O m N o C1) N W I a 4 (17 E 1 CD m CD 1 'Cc p (c COO X 1 =r icn a n\ i m ED` 1 s.g r :BCD r; m -3i' 1 i_ .gym. -v M. 1 I i 1 X 7 1 co N ---1 N I 0 �N s O m N SD N U'. 1 1 1 i C D I Shear Force (k) 1'0 CO -a -u ...1 0 0 0 0) 11 N O N 0) CO 0 i O y W I CO I W V 1 r V .p i 1 i IIII E 3 ,r 2 v CD C n n 5 (C.4 N g .0 I, N 5 r f N N iv I (0 0) 1 co W "co V W W V 1 r Momen (k -ft) v, w cr w II I j 00 N C1 CD N A O 0 O i 1 l o r (.0 ..4 sue k i _t III Ainil 1 105 6 mel i l i Nth s A S y Y 4. a� Lu i c s iiit On i', 4141 r 4 t 7 X 1 4D s r F a :aas to 1 r TM to n O V r I toil tit irPla Rill 410:: N� -11r S M iidi �4 j 1 ....._3 s r I tIl 1 Nitl 1 H g by 11 (41::0 i 8t W _4 i f 1 yam 1 044 1 mss 1 w r Z7 E m I u Z c (D X i MO, v ,i'4'\ m o 77 0` 0 v D w a^ 7 i F! s" F 1. s i 1 i r t r i i i i I fi 3 I m x N f co P N o N I n O m N N ,--1- I NW a 01 1 ii. I i∎-G X X II CD CD CD o m v p ----4 P CO X 9� 2, n t v ;CD r 0_ n a I r i 1 r I I w 6 r i IiII•i Y 1 1 I II 3 t c 1 s t j r 1 m x N O N N 0 N n O m N v N W I n 01 01 11. 1 1 \L 1 Shear Force (k) .A W 'co N N i i O O O N co to O) CO CO O t0 0 1 I 0 I N N I W v 1 .P 1 I i I 0 w 2 0 r -1 0 0 in O 1 N N i I 1 1 I N n in 1 W tv W I W 1 1 Cr.). W 1 S 1 1 Moment (k -ft) o 00 CO O N P al 00 OD N 41' C) 00 N 4.. C) 00 O 1 W ,q... I Ail 1 gtki 1 f 3 I �2 m x a 8' E O z s I 2 (D -,:7.. 1 O ii o 1 i �4 II N E iv k gg��q'',,q 'p v 1 a oi 13 ,n x i 4 1 Y x P 6. cs, t Pry ,,a ''4 1 g Y d �t w 1 1 1 0 CD O 0 W 0 Cleo' X a r v n.� cn `t CD 0 0 z G t, 1 t 1 1 t I 1 3 I t x i 1 1 f r. i i 3 r r t 1 i 1 t y 1 1 I i r x r is 1 I I 1 1 mE 1/ a S n N _a N N o T N) s CD N 0 N I NW 0) 1 1 \1 1 73 7J CD m m o m c D C 0 R\ r- 1 n 0_ c)1 U1 w D l s j I -M i e 1 1 f; 3 1 e I cn ea N N O w N s O m N x v I NW CD 1 iV 1 Shear Force (k) I N N s L. ..a ..a eo N U7 CO .11. O V io -1 CO 01 1 W V V 1 I 1 E cD 4 3 ©o CD II CD Cr CD o O n 1 r 111 n P.c.?: o D I -o, ii r; r N NJ J S N C 1 1 N cm O I N 0 0) 1 W I W W w 3 W V 1 ei! 1 Moment (k -ft) I N OD Cr) :4' N O O P N O N N .co -a O O O W �I A O C!1 N CD O W O 1 1 I 1 I to 1 IA ;:p., i Alliti.;.:: 1. .ip.„: W 90 I dlia. I P Alt k 4g 4� 4 h a tIC I �D -i S Sri r v fi t; a •-•1 1 ,,,,rw 0.„,w,„, .p. witiv .,:tet.tti Oki :tittli I i N IV 1 d yy CA II I s Vtg 01 fit'. ;Awl a 7 ,;,3„...x,m (D O 1 A W r NOW Wiiirt WON GO 1 W 1 Project No. Sheet No. 1 I DIBBLE ENGINEERS, INC r �,e I:'(.7 Project Date I Subject By /1/, -4 C -•-ru/ --1 i I I iG X, S-7.--/ C'9 L --4 -e— C 3 i 6 I 1 C K a 7-7 J C',.--%!!.. -T w- e P AC 1111 i 4- ,a- i ..mot.., 1 l� /7#9 1 4 C..) a 1 :.3<...) As., ...s'' I C /4 2-(:)c) AL j 1 I Title Block Line 1 Title 'Job You can change this area Engineer: Project Desc.: using the "Settings' menu item 7.,•• k and then using the "Printing Title Block" selection. Title Block Line 6 Pr !Me 12 MAR 2012. 252f' File 12012 Pro M ects112 -013 Port Angels Plaza Tarons Tllhvac support.ec6 I Wood Beam ENERCALC INC 1983 2011;; Build. 6:12:3.6 Ver6..12:3.6 obi �;a a �='-�s� ie T» �I :4=4;.' at Description Existing Jumper Beam Check I Material Properties Calculations per NDS 2005, ASCE 7 -05 Analysis Method Allowable Stress Design Fb Tension 2,400.0 psi E Modulus of Elasticity Load Combination 2006 IBC ASCE 7 -05 Fb Compr 1,850.0 psi Ebend xx 1,800.0 ksi Fc PrIl 1,650.0 psi Eminbend xx 930.0 ksi I Wood Species DF /DF Fc Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade 24F V4 Fv 265.0 psi Eminbend yy 830.Oksi Ft 1,100.0 psi Density 32.210 pcf I Beam Bracing Beam is Fully Braced against lateral torsion buckling D(0.37 Lr(0.925 1 v 8 x -1:;,,,,.:-, S, F 73 i i s c v a a x A ti. ..t...,�x,x 6.75x19.5 Span 21.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations_ I Beam self weight calculated and added to loads Uniform Load D 0.370, Lr 0.9250 Tributary Width 1.0 ft nOK DESIGN SUMMARY'_ a I Maximum Bending Stress Ratio 0.967 1 Maximum Shear Stress Ratio 0.520 1 Section used for this span 6.75x19.5 Section used for this span. 6.75x19.5 fb Actual 2,146.74psi fv Actual 137.92 psi FB Allowable 2,218.93psi Fv Allowable 265.00 psi I Load Combination +D +Lr +H Load Combination +D +Lr +H Location of maximum on span 10.750ft Location of maximum on span 0.000 ft Span where maximum occurs Span 1 Span where maximum occurs Span 1 Maximum Deflection I Max Downward L +Lr +S Deflection 0.597 in Ratio 432 Max Upward L +Lr +S Deflection 0.000 in Ratio 0 <360 Max Downward Total Deflection 0.855 in Ratio 301 Max Upward Total Deflection 0.000 in Ratio 0 <180 1 Overall .Maximum. Deflections Unfactored Loads 1 Load Combination Span Max. Defl Location in Span Load Combination Max. Defl Location in Span D +Lr 1 0.8549 10.858 0.0000 0.000 Vertical Reactions. Unfactored Support notation Far left is #1 Values in KIPS I Load Combination Overall MAXimum Support 1 Support 2 14.238 14.238 D Only 4.294 4.294 Lr Only 9.944 9.944 1 D +Lr 14.238 14.238 1 I Title Block Line 1 Title Job You can change this area Engineer: 7-` using the "Settings" menu item ,•i„ Project Desc.:,. and then using the "Printing Title Block" selection. Title Block Line 6 Printed: 12 MAR 2012 302PM File 1 12012 Prolects112 -013 Port Angels Plaza TIlAarons Tllhvac su pport eco 1 �IIOOCI B @aPll ENERCALC INC 1983 -2011. Build 612.3.6 Ver.6.12.3 6 iiie*i. YO.6tt .fix ae a kgi IBalE f CE E F SSNA. Description Existing Glulam Girder w/ HVAC Load 111 Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method Allowable Stress Design Fb Tension 2,400.0 psi E: Modulus of Elasticity Load Combination 2006 IBC ASCE 7 -05 Fb- •Compr 1,850.0psi• Ebend -xx 1,800.0ksi Fc Prll 1,650.0 psi Eminbend xx 930.0 ksi Wood Species DF /DF Fc Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade 24F V4 Fv 265.0 psi Eminbend yy 830.0 ksi Ft 1,100.0 psi Density 32.210pcf 11 I Beam Bracing Completely Unbraced D(4.3) Lr(9..2) D(0.2) CT(0.7) Er(0792g) w '.v v v D(0.37) Lr(0.925) a v v c v v 5 Z x W4i v u A ''Say+ 6.75x25.5 6.75x25.5 Span 4.50 ft Span 30.0 ft Applied;Loads Service loads entered. Load Factors will be applied for calculations. I Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D 0.370, Lr 0.9250 Tributary Width 1.0 ft Point Load D 4.30, Lr 9.940 k (a, 0.0 ft, (Jumper Beam) I Uniform Load D 0.20 k /ft, Extent 0.0 4.50 ft,. Tributary Width 1.0 ft, (HVAC) Load for Span Number 2 Uniform Load D 0.370, Lr 0.9250 Tributary Width 1.0 ft Uniform Load D 0.20 k /ft, Extent 0.0 6.0 ft, Tributary Width 1.0 ft, (HVAC) I DESIGN SUMMAPY. fpK Maximum Bending Stress Ratio 0.89a 1 Maximum Shear Stress Ratio 0.676 1 Section used for this span 6.75x25.5 Section used for this span 6.75x25.5 fb Actual 1,876.95psi fv Actual 179.09 psi FB Allowable 2,089.41 psi Fv Allowable 265.00 psi Load Combination +D +Lr +H Load Combination +D +Lr +H Location of maximum on span 16.846ft Location of maximum on span 4.500ft Span where maximum occurs Span 2 Span where maximum occurs Span 1 I Maximum Deflection Max Downward L +Lr +S Deflection 0.700 in Ratio 514 Max Upward L +Lr +S Deflection -0.195 in Ratio 552 I I Max Downward Total Deflection 1.020 in Ratio 352 Max Upward Total Deflection 0.287 in Ratio 376 I Overall. Maximum.Deflections .Unfactored Loads Load Combination Span Max. Defl Location in Span Load Combination Max. Defl Location in Span 1 0.0000 0.000 D +Lr 0.2867 0.000 D +Lr 2 1,0199 15.923 0.0000 0.000 Vertical Reactions Unfactored Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 I Overall MAXimum D Only 44.877 17.469 15.096 5.397 Lr Only 29.781 12.072 D+Lr 44.877 17.469 Title Block Line 1 Title: Job You can change this area Engineer: •-.J. using the "Sett Project Desc.: t--7 ings" menu item I and then using the "Printing Title Block" selection. Title Block Line 6 Printed: 12 MAR 2012. 3:03PM File:j:12012 Projetts112,013 F"ort,Angels support IfttoocrBeam -'s I ENERCALC;MC:: 1983-2011;: Build 6123.6 jjMlffKi/Ofi00));IXI2AMZ:tia,MWMCAMSNR.MSt&ftjMe;ttgmimoag.TNVAAM:a1g-aiifgW3-EdEMM. !WEIRS:MCA Description Existing Glulam Girder w/ HVAC Load a I Material Properties Calculations per NDS 2005, ASCE 7-05 Analysis Method Allowable Stress Design Fb Tension 2,400.0 psi E: Modulus of. Elasticity Load Combination 2006 IBC ASCE 7-05 Fb Compr 1,850.0 psi Ebend- xx 1,800.0 ksi I Fc- NI 1,650.0 psi Eminbend xx 930.0 ksi Wood Species OF/DE Fc Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade 24F V4 Fv 265:0 psi Eminbend yy 830.0 ksi Ft: 1,100.0 psi Density 32.210pcf Beam Bracing Completely Unbraced I 1 D(4.3) Lr(9.94) 0(0.2) 1 Q(0.37) Lr(0.92) I' Y 'V V •'V 'v't V 0(0.37) Lr(0.925) y 42:9:W-' ini -:::.:§Z li.:.:•- '''t:i;.:'': gMe.'33-H.*"1:,.14X1.31.4,;.!:?:.'gWRI i A' A. ...„Z W,Ht. •:.,:::?,.:V.jtj-,:j.A.:'ilij'Aiti-::!ti,;';:i.r...M:;,;,,,a,:41‘, Tgitj 6.75x25.5 6.75x25.5 Span 4.50 ft Span 30.0 ft 1 :Aijoliedtoads Service loads entered. Load Factors will be applied for calculations. I Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load D 0.370, Lr 0.9250 Tributary Width 1.0 ft Point Load D 4.30, Lr 9.940 k 0.0 ft, (Jumper Beam) I Load for Span Number 2 Uniform Load D 0.370, Lr 0.9250 Tributary Width 1.0 ft Uniform Load D 0.20 k/ft, Extent 0.0 10.50 ft, Tributary Width 1.0 ft, (HVAC) DESIGN.:SUMMARY-: I Maximum Bending Stress Ratio 0.931: 1 Maximum Shear Stress Ratio 0.695 1 Section used for this span 675x25.5 Section used for this span 6.75x25.5 fb Actual 1,945.25 psi fv Actual 184.19 psi FB Allowable 2,089.41 psi Fv Allowable 265.00 psi 1 j Load Combination +D+Lr+H Load Combination +ID+Lr+H Location of maximum on span 16.6150 Location of maximum on span 4.500 ft Span where maximum occurs Span 2 Span where maximum occurs Span 1 I I Maximum Deflection Max Downward L+Lr+S Deflection 0.700 in Ratio 514 Max Upward L+Lr+S Deflection 0.195 in Ratio 552 Max Downward Total Deflection 1.070 in Ratio 336 i I Max Upward Total Deflection 0.318 in Ratio 338 I :OveralMaximum: Deflections:- Unfactored.Loads Load Combination Span Max. Defl Location in Span Load Combination Max. Defl Location in Span 1 0.0000 0.000 D+Lr -0.3184 0.000 D+Lr 2 1.0699 15.923 0.0000 0.000 Vertical Reactions -:.Unfactored Support notation Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 44.562 17.784 I Lr Only D Only D+Lr 14.781 5.712 29.781 12.072 44.562 17.784 1 1 Project No. Sheet No. I D %�i P roject Date r .Subject BY C /r 4--/ 7 1 GAG c G— 1 1 411,E I I 1 1 i 1 1 1 1 i 1 x CP O)' L CT I :f_ N N O I� M m M q M Cr C O% t") CO N •C O a m OJ q I- 1� cO L: N r G m CO L') M N q I� O7 C q M Gi L: N N f D rn E N N N N N N N N N N- r- r O; m 1� I� C O L; Lr C r li V N U d r CO 7 M N m O r.. W N C7 M q 'f� Ch N CO m G m Ln O c r CT r N N N N N 1 [fl m:q q f CO T. TT T O N' CV CO M I n ..CO N 1- N.m CO N 'ice CD �G Q r' 0) OD 0- CO.ID.tD.C'' ,1 07 C'�J. M N 1 V �C O C7 J CC C I CC 7_ c 6. C y C'-' 0 r 03 C; 7 I_ L. M 03 6: C^ c C nJ N- cc 0. f M O L C r q C N O .L L: T .6? CG m m O] C q CL I I� I� 1� (O CO cD Lam) CIi c C C M M M. N N N N N— r co O Cn 0. r N q O) O L1) V r ',:-.5 r M Q M O co r N m 0 m N N- M O q 0 0 1� CO m' I3 Q) N N CO Ci G. N rn m D m O "c M N O M O q O M O V M N O C c Q LO Ln co In LO In In LO i n O V ,r V V C M M N M .M N N N N T r r r r r O r c, J G O U T: O TJ C CO O C CO C C T L 6 CO co CO co co CO' N N l'7 v r G L' Ci M co M co'' M N N N- c N C') r Lr) 0 3 C G) C" I� C' r I L 03 r Y L O .7.� U O r r O) ,,,,,co m 7� l� CO Ln c c r M C+'J M N N N N N 0 V r N' 8 J co (0 v N C9 0) q m U r L() M co q In co, (r N m g O r N M m O� M c q m CO O V O CO m CO M T II 'j'{� O O C7) q m C N CD m M d CO N O) E I M 4 CO F2 I� t r O) q O LC) V O �C Q m O) m CO m CO m r-. r- r CO m Ln I D LC) V V co M co co N N N cc:', CV r r r r- r o v J i"� I1 G O (X'i m CO C r Imo. N I■ c 1 O N LO n f� N N L7 r G. G,' o Q L' I'- I I- i_ I'_ c0 C L LC: C CO N r O CD CO O) N I_ e0 i7 '70 O I_ C N G I N 0 Lo co -e- r r r r r r r r r 6 v CO Ln. L) C m c M M M N CV y O M N i,'• v CD am i N v C r N O O q co C r m V O O v ul co V' N O O 'a m CP co m O q r m [`7 6) m Q 'C CO 1! L. cc cc Zr O 00 I_ CD M G) C" ".3 c L•) I-. OD m CD 0, c, L r I'_ I_ I� L CT CD N O r Lf) N C L' r O r a C7 m I CO L ci M N T CD r N 1- r- r I-- v CG L') t''• I^ 4/ f. C N N N N N N r r r r r y 0; t� 1� co GO Lr Cn C C �r M M M QD p O v J N O (n m Z s N O r N O L O) r c' /R O a Q l l') LCD M N C7) m T I� N T u, co N c0 C O O) O O 03 r q 6 77 M M 06 r c 6 G C MR V C C t" co co M N N r O 0 N 6 0 M m O U7 4) Lf)' r ,:CO ct O) I� LC) M N c Q r r r r O O) m 0- 0- m CO U) V V' ,ro M M N N N N N o a CG L7 M d 7 O N C ;2", M N O CY.J L() M r N co M r uo c I� C L•) cp a L L7 L L, L, C' M M N m i� O C M NI r O C L: r. pp C Ci) C O CO O 0, N N N N N N N N N N,- r r r r r r O) q 0- I_ CO l') LO tP, C c C M o T M E J m I_ E m M N O N O O O q CD M O) d' O m m N r In O CO I� C V g m co M N Lc) r O) N CV T II T IT m CD CO T LO C 7 M N T O CT cc; m N CO r CD N O) (D M r m (.0o-> L Q r O7 O) c0 CO m LO Ln d' V M M M M N N N r i CD 11 O r N 07 .CI LO CD n CO m 0 r N M If) CO m N N N N N N N N N N r r r r r C4 Fie ir; y c 14.. AA uol ;w66 0 snlpea ;seal o ;oadsaa y ;IM 7)1 y ;6ual anpa;}3 I a 43. °�z '4 t ,d Vi a. "k a s. r- 4.,,'za� h e, aL mm 0 O m LC) N m r M M M O I F.',7- C7) C C3J C 03 'C O C .O M N CO Cr) N CJ) CO C O r Lr: C a LL N N N r O O) m I� 13 N O) m m r r r O c' V r- o Ln O m CV m 13 co __H M M co M co co N N N N N N N 4) q I� cO C9 Ln LP, c C m co c‘i O CO I V LA L y Y. N co rD r N C 07 p. N O m co N In N co m. co N CV O N G .r--• m �'?r l�,N 3) q O cu N cu N M ti V: N O: f= .r r +•r O O O) m m "1� CO Cf) •V M N O M'M LD 0 Tr cn O: q N. s (D LC) (0 V M M Yl M 11 a` a' 11 0 O C' M q [b m 00 tt) O M V M O V co LO cc O) O N L D Ln co O N r V Y' CO O CD 0 I. CY) CO C' CO M N CS) 0- 13 O r V O CD M 0) C V 00 LC) N 0) N N N N CO CJ) pp O7 e8 OJ OJ W W n N CD GO CD x ,4 1 4,- .a F t E 4 A l a Y r s'ts o-u, P --c,.. �5 a"• a ^f tti±L i .m 3.F I t 1 M L.n 4 .T".11 _..r'ri,....x. ....c r z. g w 'e ms e.• 1, I 1 1 4 i 11 1 Dibble Engineers, Inc. 1029 Market Street Kirkland, WA 98033 Job: Port Angeles Plaza Aaron's Job 12 -013 a Engineer: Date: 3/10/2012 I Mechanical Lateral Analysis, II SDS 0.818 a 2.5 ASCE 7-05 Table 13.6-1 R 6 ASCE 7 -05 Table 13.6 -2, ACI 355.2 1 1p 1 z /h 1 z 20 (Height of Attachment on Floor) h 20 (Average Floor Attachment Height Rel Bldg Base) C 0.41 I W 1522 lbs Unit(s) Weight Fp, HORIZ 622 lbs (Eq. 13.3 -1 ASCE 7 -05) F p, HORIZ (MAX) 1991.9936 Ibs Max Req'd per ASCE 7 -05 Eq:13.3 -2 1 F p, HORIZ (MIN) 373.4988 Ibs Min Req'd per ASCE 7 -05 Eq:13.3 -3 Fp, VERT .249 Ibs (0. SDS Wp) F '622 lbs (LRFD Seismic 1 Factor) P, HORIZ w::.. I Fp, VERT 249 Ibs (LRFD Seismic, 1.0 Factor) Unit OTM Check: Mech Properties: I h w 47 in 60 in L 124 in Cg 23.5 in Use .5h if not provided C F Smallest of L or W) /2 F Lateral OTM .22099 lb -in g p, HORIZ (Smallest P. VERT Resisting Moment 33624 lb-in (Smallest of L or.W) /2 DL DL 1121 lbs. Dead Load, Per ASCE 7 -05 Sec 12:4.2.3 DL= (0.9- (0.2'SDS))`WP Remaining OTM -11525 lb-in Lateral OTM- Resisting Moment G Force needed End --96 lb** [Remaining :OTM (Smallest of L or W)] 2 Bolts Shear Force 156 lb** 1 II 1 I Lennox Industries Inc. Product Submittal System ID: 8.5 TON HEAT PUMP Package Model: KHA102S4B. Description: PKGGE /8.5TON/230 -3 I DIMENSIONS INCHES (MM) 092 102 -120 MODELS CORNER WEIGHTS CENTER OF GRAVITY Model AA BB CC DD EE FF No. Base Max. Base Max. Base Max Base Max. Base Max. Base Max. Ibs. kg Ibs. kg Ibs. kg lbs. kg Ibs. kg Ibs. kg• lbs. kg Ibs. kg in. mm in. mm in. mm in. mm 092 264 120 310 140 237 108 271 123 258 117 290 131 293 133 339 154 46.5 1181 45.5 1156 24.5 622 25.5 648 102 272 123 318 144 244 111 278,126 266 121 297 135 302 137 348 158 46.5 1181 45.5 1156 24.5 622 25.5 648 120 284 129 333 151 264 120 298 135 288 131 320 145 315 143 363 165 46.5 1181 45.5 1156 24.5 622 25.5 648 i Base Unit The unit with NO OPTIONS. Mao. Unit The unit with ALL OPTIONS Installed. (Economizer, etc.) 7 N C 6.118 5.58 5 5 l/K' (156) (143) BOTTOM SUPPLY —24—_,..-10.3/4 /AIR OPENING BB �J �r G`\\\ `a/ n tO 6.16 28 /(�r` 111111 I. 6i, S (156) (610) (273) 20 (711) 7-7, 111 27 (68L) 60. 1681(5 27) ENTER OF GRAVITY BOTTOM BOTTOM RLTURN I I '2S Aw OPE88 —S—••1 1 P0 POWER E 5- tn(140)Dia. FF .'1 7(,76) (168) :"1"--H-D-". 4 DD BOTTOM CC y 7 (178) CONDENSATE 6 s 34 -718 i m (886) 645E 1 (2572) —1. Ot al'1�' (2572) TOP VIEW 991.4 58478 r (2521) (FACTORY INSTALLED) 1 1 (1476) OPTIONAL DISCONNECT 1 F 1 46-7/8 46 -718 (�I CONDENSATE AIN(FR N (1191) (1191) DRAIN (FRONT) 43-3.8 1 5.3'8 II (1102) 1 4_. (137) 'dill Ioo o ool (/0 Q O� 3172 ELECTRIC FOR SLOTS 60 -178 (E(3) INLC -TS -778 (BOTH SIDES) LIFTING HOLES (1527)' (709 RIGGING) 101-1/4 END VIEW 01-1/ SIDE VIEW 15.172 1-518 (34) I (41) 11 I I HORIZONTAL SUPPLY AIR HORIZONTAL OPENING RETURN AIR 15112 OPENING 37 (394) f r (762) .II II 12.116 (308) 100 o oo) �jT-- CONDENSATE 6 -118 (156) DRAIN (BACK) 5-3/8 (137) 32 30 1 -1 (800) (762) 66 -318 (1686) i SIDE VIEW (Horizontal Openings) 1 Project: 3000261519 Port Angeles Plaza Last Changed: DAN A. GIVENS I Quote: 4000310493 Port Angeles Plaza Page 17 of 26 Prepared On: 2012 -03 -12 Phone: 425 486 -4327 1 Lennox Industries Inc. Product Submittal I System ID: 8.5 TON HEAT PUMP Package Model: KHA102S4B. Description: PKGGE /8.5TON/230 -3 ACCESSORY DIMENSIONS INCHES (MM) 1 OUTDOOR AIR HOOD DETAIL 21-3/8 (543). 1 1111 OUTDOOR AIR HOOD 0 (Fumished with Economizer or Outdoor Air Damper) EXHAUST AIR HOO D 000 o I� li (Furnished. Field Installed) OO 1 1 I i__ O0 i 1 1 1 1 1 1 1 111 1 1 1 Project: 3000261519 Port Angeles Plaza Last Changed: DAN A. GIVENS Quote: 4000310493 Port Angeles Plaza Prepared On: 2012 -03 -12 I Page 18 of 26 Phone: 425 486 -4327 1 I Lennox Industries Inc. Product Submittal S ystem I 8.5 TON HEAT P UMP Package Model: KHA 102S4B Description: PKGGE /8.5TON/230 -3 STANDARD ROOF CURBS DOUBLE DUCT OPENING -13116 I (46) -3l4 54.1/4 9t -314 21 ....(552) (1378) (2330) I 50518 95 -318 (1286) (2423) 29.3/4 •1 (756) j i -'--'7------184((2°3563) &1!2 SUPPLY (216) OPENING 24 (610) 63 I •2(679) RETURN �,j 1 -13!16 OPENING 111 129314 (756) I '7-1/8 1 (181) NOTE Roof deck may be omitted within confines of curb. 1 TYPICAL FLASHING DETAIL FOR ROOF CURB DETAIL ROOF CURB 1.13 BASE BOTTOM PACKAGED r UNIT FIBERGLASS/ I INSULATION COUNTER FLASHING (Furnished) (Field Supplied) FACTORY INSTALLED NAILER STRIP PERIMETER WOOD (Fumished) NAILER STRIP CANT STRIP 8(203) ROOF CURB (Field Supplied) 14 (356) I (Extends around entire perimeter of unit) ROOFING 24 (610) MATERIAL RIGID INSULATION (Field Suppl ---Pi 2 (51) 1 1 1 1 Project: 3000261519 Port Angeles Plaza Last Changed: DAN A. GIVENS Quote: 4000310493 Port Angeles Plaza I, Page 19 of 26 Prepared On: 2012-03-12 Phone: 425 486 -4327 1 Lennox Industries Inc. Product Submittal i System ID: 8.5 TON HEAT PUMP Package Model: KHA102S4B Description: PKGGE /8.5TON /230 -3 UNIT CLEARANCES INCHES (MM) 1 C t e 1 OPTIONAL n 1 OUTDOOR AIR HOOD i l i' tr •'ullj 1 i ly 1 A 1 I B C D Top 'Unit Clearance Clearance in. mm in. mm in. mm in. mm Service Clearance 60 1524 36 914 36 914 60 1524 Unobstructed I Minimum Operation Clearance 36 914 36 914 36 914 36 914 NOTE Entire perimeter of unit base requires support when elevated above the mounting surface. Service Clearance Required for removal of serviceable parts. Minimum Operation Clearance Required clearance for proper unit operation. 1 1 1 1 1 1 Project: 3000261519 Port Angeles Plaza Last Changed: DAN A. GIVENS Quote: 4000310493 Port Angeles Plaza Prepared On: 2012-03-12 I Page 20 of 26 Phone: 425 486 -4327 1 Lennox Industries Inc. Product Submittal I System ID: 5 TON HEAT PUMPS Package Model: KHA060S4B Description: PKGHP /STONBTO HEATING PERFORMANCE I Heat Source Heat Pump /Electric HP DesignTemp 21.0' (°F) HP Output @Design 36460 (Btuh) HP Power @17° 4500 (W) HP Power @47° 4900 (W) Electric Heater 7.5 (kW) I H/E HighOutput 19235 (Btuh) H/E Heat Rise 8.9 F) System HeatOutput 19235 (Btuh) COOLING PERFORMANCE 1 Refrigerant R -410A Number Compressors 1 ARI EER 10.9 Number of Cooling Stages l• ARI SEER 13.0 Condensate' Drain Size 1.00 (in.) ARI Total Power 5400 (W). Cooling OutdoorDB 95.0 °F) ARI GrossTotalCool 61500 (Btuh) Cooling CondenserDB 95.0 °F) ARI NetTotalCool 59000 (Btuh) Cooling MixedDB 80.0 °F) Coil GrossTotalCool 61500 (Btuh) Cooling MixedWB 67.0 °F) I Coil NetTotalCool 58019 (Btuh) Coil DischargeDB 57.0 °F) Coil GrossSensCool 46740 (Btuh) Coil DischargeWB 56.7 °F) Coil NetSensCool 43259 (Btuh) Unit DischargeDB 58.7 °F) Unit DischargeWB 57.4 °F) I Coil .MoistureRemoval 13.9 (lb/hr) System MoistRemoval 13.9 (1b /hr) SUPPLY PERFORMANCE I Supply Fan `Total Air Flow 2000 (cfm) TotalStaticPress 0.88 in.WC) Supply AirFlow 2000 (cfm) Wet Coil Static Press 0.05 (in.WC) ExtStaticPress Supply 0.60 in.WC) Electric H/E Static Press 0.18 (in. WC) I SupplyFan Req'dPower 1.09 (hp) Economizer Static Press 0.05 (in.WC) SupplyFan NomPower. 2.00 (hp) Air Filter Qty 4 Supply Fan Type CAV Belt Drive Air Filter Length 20.0 (in.) SupplyDriveReq'd RPM 1147 (rpm) Air Filter Width 20.0 (in.) I SupplyDrive Min RPM 833 (rpm) Air Filter Thickness 2.0 (in.) SupplyDrive Max RPM 1250 (rpm) II ELECTRICAL Voltage 208V 3Ph SupplyFan FLA 7.5 (amp) Frequency 60 (Hz) CondensingUnit FLA 2.4 (amp) System MCA 49.0 (amp) CondenserFan Power 405 (W) I System MOCP 60 (amp) Compressors RLA 15.6 (amp) Cooling FLA Total 25.5 (amp) I Unit Oper Range -Nom Voltage 10% DIMENSIONS Cabinet Width 47.0 (in.) Downflow Supply Length 18.0 (in.) I Cabinet Length 83.3 (in.) Downflow Supply Width 20.0 (in.) Cabinet Height 43.4 (in.) Downflow Return Length 11.0 (in.) Total Weight 794 (lb) Downflow Return Width 29.0 (in.) I SOUND Outdoor Sound Rating 82 (db) 1 1 Project: 3000261519 Port Angeles Plaza Last Changed: DAN A. GIVENS I Quote: 4000310493 Port Angeles Plaza Prepared On: 2012 -03 -12 Page 21 of 26 Phone: 425 486 -4327