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VIA9w... cr) I 0-TI . ­1 I I . - 0 . _66TY ENGINEER DATE - I JOB N046 98-4 51( . . __� . . - . - - � --- ___.� NE1/49 NE1/4,SEC. 31 , TWP.27 N PEE. 4 E 0000, / /(/�T�j L.001rr ,' 1. r r ,r 1 ,� 'l f i r Rr r � �1 1 V� V W i \`AV 7 TGIa J78.,.32 rC=J7,.96 8' NX W �"FAR " ;FIR AsollA1 T 11 ! 11 � 11 �aoll f 576 FENCE INTERSECT/ON 6' CHA/N L/Nff NO.QTH 6 ' ff'OOD EAST 41, h'4GGl%,QE SDUTH x i r �R x SOUTH END 4' �1 HOGff%f�E FENCE i r Ir i �R r = .� _ _ .3' �Cl' ► Gig FENN87CENL f, 'j, .11". Z/ raa95.71 • ,39 FENCE /NTEii ECT/QN' /E .391.47 8 N EX CB TYPE• 1 6' d1OG�D UTH f f 4 ' IfVOD EW ST T6p=j91.98 ' /£=j8a88 12"Cop /P 6 fl' OD ffEST JE=.389. D3 12"CRP S EX. CB TYPE' 1 _ MP-373. 40 54 12 PI10 S EX CB TYPE � £X. 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CB TYPE 1 EX CB TYPE 1 /E=.�71.84 12 PAC N 76P=371.36 8" SAN/TAf r SE*FR L/NE /E= APPQOXI&ATE L OCA )TON FROil1 AS =-BU/L T Df ANC /NOS BY AIZ-OYR/NG (10R CALL 48 HOURS BEFORE YOU DIG lww800-424-5555 EDMONDS CONSTRUCTION CITY ENGINEER ` DA I' MOE 1gocffEfi'Y IS 2' H/GH AT THE NOii'Tf1 E/i1D cf- CONT hWU 5 SOUTH lip d z 0 91 EX. SSW O TLP-=972. f8 to `/E-96J.09 C7R. CHANNEL � RUNS OUT S. /N N aF /Y wAWL pr �� x £X CB TYPE J p PrOl TL1�=971.66 c I /E-369.17 >2"CLiNC W L� I 1-� Ir 1 w � i EX 09 TYPf 2 482 a &4 � /E-367.l3 8"Ca'UC SK' Tn `t /E-367.7B 1?"CGWC N!!' N1 O /E-36833 8'GL'WC !Y /£=367* 33 BCGWC E Z o EX. SSiflH I � TLl�=96,i 1 H /E-,i4B.84 CTR CHr4iUNf1 � /E-351.FROA/ NOR7N SHT 2 OF 12 JOB N0:98-4519 NE1/4, NE1/4 ,SEC. 31 ,TWP. 27 N RGE, 4 E ,W.Me GJ� w , � r 1 1 1 1 � ►/ � i r r`} 5 0 VARIES EXISTING GRADE 3•-0.. 4.39'-4.52' fco) rr o ROCKERY PROPOSED GRADE 4:1 MAX. �` ► QL ' i _ l — _ _ — I �. ` �� �� QUARRY SPALLS 29 --0" 6» PERF. 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ALL RaCKE Y' NOT sHOw rASE,taENT f 4 BMP S SHALL BE SELECTED DESIGN ED, AND MAIN f , , TAIN ACCORDANC T HE MANUAL THE EXP E WITH OSED SOILS SHALL BE STABILIZED °i = t ACCORDING TO AN TIN-399.00 / i► SOUTH END 4 APPROVED TIME TABLE. TYPICALLY NO 7 r t + / r E r HOGI1lPE FENCE C SOILS SHALL R 2 r W=395.70 _ i I ' / li_ h' +' i s ; - i r` MORE THAN TWO (2) DAYS FROM OGTOBER THROU GH APRIL 30 AND NO ` MORE THAN SEVEN 7 DAYS FROM z�., �_ MAY 1 THROUGH SEPTEMBER 30). SCALEa 1" = 3 �' �r��� 1�}� �' ��1 .' 1� r< �ia.9moo I .'�, �,,,'1. I 777 A� A =° _' 1 1 ,_ i ` 't - c �L J► ` �� � 4` - \%x6G _ \ \ \ �v,, �tr' \� � `Q F,-1%ST/NC ASPH,4Z T L . � \ t� \ � CP BU/L D/NG 3�' o EX .Jsli%{ 1.55✓CtjV1► \\� ��A,'j n ��� aQ A� (� �� ���,j �. (� (Ji ij� % •o o. TOP=�39 .. 71 ti o �9 o cp �{1 tP Cp vo �' o �s Q o - BAST EvD 4 39 D o {� 4 ' - • a- Q' FENCE /NTEf?�E-CT/ON 6a00L� FENCE /E 391.47 8'iV D/NG' �' °o. PROPOSE °o°� cso o� °' °" °o. 6' ipooD syv'UTH _ ROCKERY ¢' 1Y00D FAST of 6 ' lY OD 64EST BIN= 3 74. 1 0 8 " S,��r/TARY .SE-IlEi4' L/NE TING CONTOUR, 2' INTERVALS CONSTRUCTIO SEOUE� APp/ O.�'//IIATFLOCAT/ON FRara As—BUIL T D,QAjv— o PROPOSED GRADED CONTOUR INGS B Y A9EYRING (vER- 1 . ATTEND PRE —CONSTRUCTION MEETING. / SDSTORM DRAINAGE 2. FLAG CLEARING LIMITS. 0 CATCH BASIN, TYPE i 3. INSTALL FILTER FENCE AND SILT FENCE WITH LINEAR TRENCH. 2 4. INSTALL TEMPORARY CONSTRUCTION ENTRANCE. EARTHWORK CATCH BASIN, TYPE 2 5. CLEAR AND GRUB SIT E TO LIMITS OF CLEARING AS SHOWN ON PLANS. TOTAL CUT: ........................... 7, 700 CY PROPOSED GRADE SPOT ELEVATION f. ROUGH GRADE SITE, TOTAL FILL.. .......,.. 6 200 CY --XX--PROPOSED FILTER FABRIC FENCE =—•-PROPOSED CLEARING LIMITS EMAIN EXPOSED FOR 465 EXIS 7, INSTALL UTILITIES (POWER, STORM, SANITARY, ETC.) 8, FINAL GRADE/PAVE, MAINTAIN CB PROTECTION, 9. FLUSH STORM DRAINAGE SYSTEM (IE., CLEAN OUT & TEST SYSTEM), 10. REMOVE ALL TESCP FACILITIES ONLY WHEN ENTIRE SITE IS STABILIZED, QUANTITIES OF CUT AND FILL ARE APPROXIMATE AND ARE INTENDED ONLY FOR THE PURPOSE OF OBTAINING CALL 48 HOURS A GRADING PERMIT, THE QUANTITIES ARE NOT TO BE USED FOR CONTRACTUAL PURPOSES, BEFORE YOU'DIG I lwm800-424m5555 E.3' C8 TYPE 1 TOP= J7j 00 /E -�=J68 99 12'CONC It/ /E= J68 97 12 'G'ONC S EX CB TYPF 2�48 y TOP— .37.E 17 \ /E_,369.22 24'C'/t/P It ILc-=J69.17 12'Cd/P F OI�ERFL OI•v J71. 62 OHP Ek' SSt1H Cx3 is CITY of EDMONDS FOR CONSTRUCTION min z 0 H � z Emw4cr) w w � a w � o � a � 0.4 � z p o 4494 Z w o 404 SHT 3 OF 12 JOB NO:98-4519 NE 1 /41% THOR, 27 N __ -11111111111111 iiiiiiiiiiiiiiiiiiiiiillillillillillillilliillillillillilliiiiiiiillllliiiiillilillill��� - illillillillillill--. - . - . . - - - _11111 iiiiiiiiiiiiiiiii __ - _= _. � __ � mommom .- �� 7 . _� 7 dMb V '%k-0 A6wd 9 .AL wa.mi 9 III 0 -m � w - __ __ __ __ - - . . � - - - - -- --- . . "ERAL KIOTES � �w SITE GRADUING A'N'D T.E.S.C. 1140TES. G E ri am m 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH 1. TESC MEASURES SHALL BE INSTALLED PRIOR TO ANY SITE WORK THE CITY OF EDMONDS, WASHINGTON STATE DEPARTMENT OF FILTER FABRIC-MIRAFI- - __----2"x2"xl4 GA. WIRE MESH (SEE ATTACHED DETAILED DRAINAGE PLAN). TRANSPORTATION/AMERICAN PUBLIC WORKS ASSOCIATION 1994 14ON OR EQUAL, ATTACH OR EQUAL (OPTIONAL,, SEE 2X4 DOUGLAS FIR 2. PUBLIC STREETS ARE TO BE KEPT CLEAR OF DIRT AND DE13RIS ATIONS FOR ROAD, BRIDGE AND MUNICIPAL W/ STAPLES OR WIRE RINGS NOTES 4 & 6) NO.1 GRADE OR v DURING EXCAVATION AND FILL OPERATIONS. CONSTRUCTION, AND THE 1989 WSDOT HYDRAULICS MANUAL, 3/4"-11/2" DIA, EQUAL ALT-STEEL 9 2. ALL WORK PERTAINING TO THIS PROJECT SHALL BE SUBJECT TO FENCE POST 3. THE TEMPORARY EROSION/SEDIMENTATION CONTROL FACILITY INSPECTION BY THE CITY INSPECTOR OR HIS DESIGNATED rl�____ EACH SIDE SHALL HE CONSTRUCTED PRIOR TO ANY GRADING OR EXTENSIVE REPRESENTATIVE, PRIOR TO ANY SITE WORKo THE CONTRACTOR 6 -_ - - SHALL CONTACT THE CITY INSPECTOR TO SCHEDULE A v _. ____ . -11 r I � I I I I F- LAND CLEARING IN ACCORDANCE NTH THE APPROVED TEMPORARY . ft :i I I wN---k& I I 00---%ft - % I I I I EROSION/SEDIM EN TAT] ON CONTROL PLAN. THESE FACIUTIES N - ... p-m4ft I dwo--ftft MUST BE SAlISFACTORILY MAINTAINED UNTIL CONSTRUCTION AND 2 I .O-w-&� 11 ooffi� I L_ -_ .- � I 1-1- - I in p / ��- LANDSCAPING IS COMPLETED AND THE POTENTIAL FOR ON -SITE 3. PRIOR TO ANY SITE DISTURBING ACTIVITY INCLUDING CLEARING, x %4 .. rl *\YNXV); x �� %� 1��,��W IV 1 z " , .� 0 t If � EROSION HAS PASSED G, THE SITE CLEARING LIMITS AS SHOWN � . "" 0 , - \ . I 1 % "d ".� / 0 ON \r >�4�r -. -% r -% N , I 0 4 � (o Rx , M.'o'.- NYX 1ANFA- N� to ',�: THESE PLANS SHALL BE LOCATED AND FIELD IDENTIFIED BY THE 1 12,120. 00 ,-,\-<, - - � � I 11 11 %I 0, ­ % 4. NON-COMPLIANCE NTH THE EROSION CONTROL REQUIREMENTS, PROJECT SURVEYOR OR ENGINEER. THE PROJECT SURVEYOR OR 04 .-WOO--ft-" � � � � -1 I/ . I I f� � �71 � .., \ ^ ENGINEER'S NAME AND TELEPHONE NUMBER ARE GROUP FOUR, /I % 04 WATER QUALITY REQUIREMENTS AND/OR CLEARING LIMITS MAY 4_ - f� u VARIES u u 10, 92 RESULT IN REVOCATION OF PROJECT PERMITS,, PLAN APPROVAL INC.r (425) 775-4581. v A; it 04 `W . 1 8 G TYPO " - 000 alb 5. CONSTRUCTION ACCEPTANCE WILL BE SUBJECT TO A WELL .1111111111111111111 . iiiiiiiiiiiiiiiiiiiiiillillillllilllllllllllI - - - - - __ ----Illll - - �� ....... BURY FILTER FABRIC IN ni" A GRAVEL -FILLED TRENCH Tin ESTABLISHED GROUND COVER THAT FULFILLS "WE REQUIREMENT OF ELEVATION 9" SEOTION .e�_ THE APPROVED CONSTRUCTION PLANS. _; 31 . 6 AS REQUIRED 100' MIN. EXCEPT 6 To - ALL AREAS TO BE S TIVATED TO THE 2; w MAY BE REDUCED TO 50" MIN. FOR .ig 6.4 SATISFACTION OF THE CITY INSPECTOR, THIS MAY BE SITES WITH LESS THAN ONE ACRE PROVIDE FULL WIDTH L& ACCOMPLISHED BY DISCING, RAKING, HARROWING OR OTHER . OF EXPOSED SOIL. OF INGRESS/EGRESS ACCEPTABLE MEANS. PERFORM ALL CULTURAL OPERATIONS ACROSS I ,* AREA. It OR AT RIGHT ANGLES TO THE SLOPE. IF NECESSARY, SURFACE . I NOTESs . . % . RUNOFF CONTROL MEASURES SUCH AS GRADIENT TERRACES, *� I. THE FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL CUT TO THE - INTERCEPTOR DIKE/SWALES, LEVEL SPREADERS, AND SEDIMENT LENGTH OF THE BARRIER TO AVOID USE OF JOINTS. MEN JOINTS ARE NECESSARY, . BASINS SHALL BE INSTALLED PRIOR TO SEEDING. FILTER CLOTH SHALL BE SPLICED TOGETHER ONLY AT A SUPPORT POST, NTH A . 12" MIN, MINIMUM 6 pip OVERLAP, AND BOTH ENDS SECURELY FASTENED TO THE POST. 7. ALL DISTURBED AREAS SUCH AS RETENTION FACILITIES, ROADWAY -2. THE FILTER FABRIC FENCE SHALL BE INSTALLED TO FOLLOW THE CONTOURS (WHERE BACK -SLOPES, ETC. SHALL BE SEEDED WITH A PERENNIAL GROUND FEASIBLE). THE FENCE POSTS SHALL BE SPACED A MAXIMUM OF 61 APART AND DRIVEN COVER GRASS TO MINIMIZE EROSION. GRASS SEEDING WILL BE . SECURELY. INTO THE GROUND (MINIMUM OF 30")* S OTHERWISE 3. CAVATED, ROUGHLY 8" WIDE AND 12" DEEP, UPSLOPE AND APPROVED BY THE CITY OF EDMONDS, "%%� 4l) � 8's SPALLS ADJACENT TO THE WOOD POST TO ALLOW THE FILTER FABRIC TO BE BURIED. . 9 4. WHEN STANDARC STRENGTH FILTER FABRIC IS USED., A WIRE MESH SUPPORT FENCE . R = 25.01, TYPO SHALL BE FASTENED SECURELY TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY- 8: 8. IMMEDIATELY FOLLOWING FINISH GRADINGI, DUTY WRE STAPLES AT LEAST 1" LONG, TIE WIRES OR HOG RINGS. THE WIRE SHALL mmft� . I. III I a VEGETATION (CONSISTING OF RAPID, PERSISTENT AND LEGUME) EXTEND INTO THE TRENCH A MINIMUM OF 4" AND SHALL NOT EXTEND MORE THAN 30 %___�. I ABOVE THE ORIGNAL GROUND SURFACE. . �# TOOOft o WILL BE APPLIED (MINIMUM 80# PER ACRE). THIS IS TO 0 o 0 INCLUDE THE FOLLOWING: 20% ANNUAL, PERENNIAL OR HYBRID 5. THE STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE, 04 . IN, AND 20* OF THE FABRIC SHALL BE EXTENDED INTO THE TRENCH. THE FABRIC SHALL NOT . V_ i4 N RYE GRASS, 40% CREEPING RED FESCUE, 40% WHITE CLOVER. 0 m clq EXTEND MORE THAN 30" ABOVE THE ORIGINAL GROUND SURFACE. FILTER FABRIC SHALL NOT 0 it IT I%-, HYDROSEED REQUIRED, BE STAPLED TO EXISTING TREES. " 00 0 (A . V�: w . NOTES: . 6. WHEN EXTRA -STRENGTH FILTER FABRIC AND A 4' POST SPACING ARE USED, THE WRE MESH 'Oki x 9, FERTILIZER SHALL BE APPLIED AT 400# PER ACRE OF 10-20-20 SUPPORT FENCE MAY BE ELIMINATED. IN SUCH A CASE, THE FILTER FABRIC IS STAPLED OR 4 a: x (10 POUNDS PER 1100 SQUARE FEET) OR EQUIVALENT. I. CONSTRUCTION ENTRANCE SHALL BE USED FOR TIRE CLEANING/WASHDOWN ONLY. OSTS WITH ALL OTHER PROVISIONS OF STANDARD NOTE 5 APPLYING. ? w DEVELOPMENTS ADJACENT TO WATER BODIES SHALL USE NON- GENERAL CLEANING/WASHDOWN (CONCRETE BOOMS, ETC,) SHALL OCCUR AT 7. THE TRENCH SHALL BE BACKFILLED NTH 3/4" MINIMUM DIAMETER WASHED GRAVEL. - PHOSPHOROUS FERTILIZER. . APPROPRIATE OFF -SITE LOCATIONS. 8. FILTER FABRIC SHALL BE REMOVED MEN THEY HAVE SERVED THEIR USEFUL PURPOSE, BUT - - ­ 2. HAZARDOUS CONDITIONS MAY EXIST NEAR THE CONSTRUCTION ENTRANCE NOT BEFORE THE UPSLOPE AREA HAS BEEN PERMANENTLY STABLIZED, . � LOCATION (OVERHEAD POWER, ETC.). THEREFORE, IT SHALL BE THE FULL 9. FILTER FABRIC FENCES SHALL BE INSPECTED IMMEDIATELY AFTER EACH RAINFALL AND AT LEAST � . 10, THESE PLANS INDICATE CUT AND FILL SLOPES WHICH RESPONSIBILITY OF THE CONSTRUCTION ENTRANCE USERS TO EMPLOY SAFETY DAILY DURING PROLONGED RAINFALL. ANY REQUIRED REPAIRS SHALL BE MADE IMMEDIATELY. EXCEED A MAXIMUM OF TWO FEET HORIZONTAL TO ONE FOOT MED NECESSARY. I VERTICAL (2:1), A ROCK OR CONCRETE RETAINING WALL MAY BE . Cri 0 O REQUIRED. ALL ROCK RETAINING WALLS GREATER THAN FOUR (4) co m FEET IN HEIGHT ARE TO FOLLOW CITY SPECIFICATIONS AND TO CJ .,lt4 0 #0 BE DESIGNED AND CERTIFIED BY A GEOTECHNICAL ENGINEER EXPERIENCED "I ol 0 PA IN SOILS MECHANICS. ALL OTHER CUT AND FILL SLOPES SHALL COINSTRUCT10i'mm ENTRANCE "4 to- -4 w H 1 � FILTER FENCE DETAIL $4 pqc, vi i o -e4 BE A MAXIMUM OF 2:19 NO SCALE it - 1*� IN4 (* �� % p . 0% �:� M Q laol . " ) NO SCALE :>: CQ :?w %�%�- !� 11. STOCKPILES ARE TO BE LOCATED IN SAFE AREAS AND - .- ��:. - .- � . - - 'e - � ., 0 ADEQUATELY PROTECTED TO PREVENT EROSION, HYDROSEED lw-W4 E..4 - Q c PREFERRED. .!) rtq 0 \ (z) ;? ?5 ., %�l 0 (Z:> �_i .* Z �i C6 9 . I � 14- *a 0 ppq ",:� . ;*4 = . aq _____ - � - m . .- . _. . m ____ - - � Mo _. - -_ E%4 '14 p ... ... -0 mmww�� M ___ ___ __ - 06 . - -1 - - ----Illllllllllllllllillill - 0 .. 0 1 ___ c\1 rA to 0 &I o o) 4 u qg4 = ;4 = ,mmz 9)� !;� pq w Q w C 0 cz 'cq 4 0) 0 00j, z A (z) W m�" �o * A . " &­4 C0111VISTRUCT1014 ENTRXINCE c4b " M I . a:) 0 co kO 0 000 1. INSTALLATION: THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF � %* �" `� � ­ - . :, I go c\l ALL VEGETATION, ROOTS AND OTHER OBJECTIONABLE MATERIAL. THE GRAVEL to VO4 THE SPECIFIED DIMENSIONS. ANY DRAINAGE . . . N z *4 18"' MIN. ' N 5 0:: w FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED - - 10*ft% GRAVEL (12"' MIN. DEPTH) . a to 0 -e-1 E-4 ACCORDING TO SPECIFICATIONS IN THE PLAN, IF WASH RACKS ARE USED, . - cq 19 -44 . I sv = P w THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURER'S SPECIFICATIONS. ��?=>,40100 t=>*o?oo<?_ 00 C,�a �?v f2'f*-,-f.%ol.�-1 ft..� -A %0- .. �.,&.. ' I 4.0 I g� "O' Cjj�;; � _� � 'tr,t!rlVf*o 0. 41 % .?. .;I m? A .4 . . %, jb,%- I � __ - __ . FPZR . -% IV, # , 'popoc% '249;*,.$"­��X,! r. . Zf-%-m-­13m,:;4*- ll(��) v-ATTAGAOA6dK. 10 . .VT .,� .0 . 4%pe , . - V*�i? .0 ... ,C- .!. n , 10 ��rj�b j llt��) 0,08ib - ._ I & , ,� ;A-. �n - A�7 - �*-r - '11' � a (:?a 0��4�b 4� 9 041� I.JZ� " ww 6 -&,-r � ** 3Wz" ,j q .^ . pw. -% 0-4 r r* 00 � - -ie ,;s - - . oal W& _.o �;� v ,.MR TR ,;��P_ wwe mi.sti i��-.--,- _-v9; . , Me 0, _*;�� .. ... -ei4oe Al rlpihf- . !A2 I 0 4 *" . . - fgmroa��e%-.s . v - , 1-p -) "' :>Co 000 6ga I * �fo =1 . _R .t " � ... 1� 00, . .% ... � �� ! x GA, 4:; so k .ewQ!fk �r ,!-. J. vo 0 *<=I,co?70 -0 I ­R19d�5-.6krVeAe * 9. � ..p.c;glf,EA&v .1-56FIP - - - 0010- , � <=� 'o 00 C�l _T:::�, , 2. AGGREGATE: 4" TO 8" QUARRY SPALLS. 0 40 e4o<=),o 9 a �� Mo 6, ) sn , 0 *.:=> 0 ml d, -0.^_.;g�a � - . 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'# C�K: T'7 - "wo �.ffi .. ., . I . P'te�..ez?-�eo��.,:F",.-W�t.i--.,tr.�ENCjy"�SYNTP91!; fILTER - -`:-ug ja'-.pesicigo. * tsjTUATic�4i- Ig # I -4 '//m �� - - ` �' -i;,4.-�- .,.b �t"� .t 1p 0 . . A:9 �V: ,-, 41:.T,t-V,��!, - - - 1 i 1 m r. e; :; �gva H 1 s j ; v y g N T 0 0: o W . * M DA:R 3. ENTRANCE DIMENSIONS: THE AGGREGATE LAYER MUST BE AT LEAST 6 N~l - I -; ,;N��,�., Sai Lff itaq.,- N 6 � i : . . IN 4140 41; .__ � - -�_.lr. . . - � .Q%. . * IWSRIC& O. z . . . 't;�:f-e - Ft! . l5f. � . . .4% et - AJN - .FoFt, .�, I VM 04 . . - . % " a .* .. , 18,4 - ,0.oFL0WS*5AAE EXPECIftL -r"----p&3wi,.-%,A---jp.- ,-4??z-lA_, .ot-.o- . S at .!� �%;!�-;. �,.j�.'- t---,�,-.-a7;..� ONLY ,S;�E% 4 . ,-co�e -:i -4,:�; . IL , , �� ,�..; A., , . ,p,yyt , , - - ....;�,-n ��;,-;-o-,i��,t!-xi-,,---w.- - .,� INCHES THICK. IT MUST EXTEND THE FULL WIDTH OF THE VEHICULAR ...# . ��, i-6.4 s . I Z�;, 'iffs�-_ll *% - ro.- .0, -L 0 I �fl%,��' mv.;.t�:�` "I'm �� j,*i:.�"-Vil*,tvp,�A-t�Nl�OA.-;-,c�)�; .0p_v__*A&r4kvv. . . . -- - -fe-._o`,'x..#. 6 O.. I k,j - % % �-- .W,-4 1 11 "T 0%-;t;lPlpvll.�lI ;�! I - - .1 - �. * , It, I % I 5- iz 1 $0 �. -6 0-1 �; - � - n! A .. . . .. &&.j:.^f-:. L. ;j wi-., - 0 'f ;-%�'W ill . � - . - - 14-orm ;. 1;0N4:�t,w7i:tr­ , _f 0 - m . . .4 ,j I - -DN,_4-1�- - - - ,t4� ;. I I .; k , �tu� _� a �* - . .. ;�' � 4 . r;e;;�1-0,,- - -1c I I !� 11 je i�g p l.: 1 filk :0 --%U?tAz%fp% I " INGRESS AND EGRESS AREA. e 0-v�!-�!p &4:.iy -,- I % % - - - , E=q ..',ft- .1%,��. 0 '. , * - - fT�c- . %4 , -1 I l(ImS.THE NEIGHT I - PORY ION -OF JHE k 'SHAL�'_NOT .C-XCE ED ; . , . , *� THE LENGTH OF THE ENTRANCE MUST BE AT .4 ­ " & , . . -, .� OF FUM FABRIC :Sa.. - a .� . .� ,�.- . .1 vit;0-4�t;;- , A. �.t*zjt " V OmAw lt. ! n i t �- -O . '?- .. - - -, , % ' le�t.j-;5� �k� ,_ . - .1 � 1�j-de-.,% S, i ko -, . &-.dzf . . _06 %. .ffw�� -� V.,6�, !t,..t;;j_";%*-#_"O'�;�- 34 INCHES 1HIGHER FENCES Wt IMPOLkC�;VOUJMES OF .W&EA SUFFiCIEN To%- .Ydt� �� ". ., . . . ocl 1. .%W,� .. . V . t. , 'i I i , I -- ,- - . .- � I , 41-4 - -219.IsAi. I ,.::*. I ,�r,�, # I .T. 7- t .- � - f . * *"'"_ v?, l'--^'o,'4v I!: -%'f W- -wtA - 4 OUIC f *.O� *il* STRUtTkiAij. 4`0,2 * !. '�;! Y p C LEAST 50 FEET. . . ..T 0 .. il,F6 .T.-:s- 1: !!��,'.,�=' W. .rt. 0 w.q "O.'s. kA.'t, . �'�;;�'t- 'j.f4 ­ . I . - 4. ".*, ,,.t $�P,_ lk - '1'-.y �&4 . 0 ?-Im jv-�G� .J, '. ,z '. , . . 1W. '�! 1� -siq'i ,!!o .��% liqA-0, ik -clzo 6 . m r i;> i. ...t..j ,!-Vf,v .% - -_ '1�; ;;jjl,!,j-, ,-J-O. -- -11 "w , - - It iq.fji�- - - % .". '" t%;-!�. I I . 2., 4�w; 0 " 0. .;v-c,-4�-,;;�� f .;A;! ---"** i 7-';- t..., iv, � 02�p ...;�."No4o I,'I.*f.-. ­ - .. - - 4-7 .;, Vp..-tai .!A.;�CX,lrim 0 lmm� FILTERED . - ;. r., s-o-.o .;� t j . a- .. ,w ,,,�, � 0 '! oNt � , TO Tti :!;-z%.`_l,nAt�l - .. � , % :�*w ;- *f I il i";-,-7ft .:�,. .;; 961. ; f� . " 0 l?i If )� -0 - __ . ,:�4. 6 -A 9 0- -0 it, ,% ,� .4 .r.o.._101-47:ii,� ..!i-;: & �_%: - - ;*12'- - 0 .. --5 4 ;-k. L 1� . . . j f.l.jhF., FILTER FABRIC SHALC 89 PURCHASED W ftA C 114!JOU ROLL CUT-. : E- ,g . 4, ,"A%N'O,�Vi ls� - I 0 jz�: xm- ro , , .v Ar . ?.! V1 j FILTER N .� I - T _ 0 i-l-olm.". .I . . �;4tA,�, � . __� .i z P-�-k-iv� 7,,�.?�# ._I�,:.?_�,- -,-. C:�t_% r: ;:;.� _.. - -- - %?.& .-'l,;r.;t-V%:�.g,,-,., �O, . . . 4. FABRIC k� �, � i,v r��'; . -1 ,1.,4;T.?.-f,! O * 9 §� -, WASHING: IF CONDITIONS ON THE SITE ARE SUCH THAT MOST OF :;.5 � 9 Z..4.As - , ..V O%b.#$ � Ps ENIUTti,�QE_ 0 . . * ax - , -, &WIER 7 AV010 THE VSE OFJOINT& ;!WHEN joINTS 'AAE ' 0 u = % "J'A�104V!. r V L. * - _3.4�1-"k: � . . . ... . .4A JU,.�� O4 1 1 :� I .:�w - ,ii"A" ,.-�Nk- - WATER lt,Z,_.o,_j . % �: Q;m. , '.? �,' L THE * * .":;�. . . t~,:.. - . ,iL -- - -, ­-, -A -. 100 CLOW* SHALL .BE SPLICED TO'G - ' f T A-4 " , 4%.%� , ft , ;ei400qli_:trli_K.�X46e_41 *0 V . .2�: .... .j.A . - - * �A% s -, - ta. wz�,. .,* - � Zi� - ,�. . THE MUD IS NOT REMOVED FROM VEHICLE TIRES BY CONTACT WIT`H THE � 1A 1%6 �..� , 1�4 - - - - - __ I !�O.r s -.--..- �41 Owlwd AiK % i. .4; ,,.-I I 4t� ;�.Vg C E SSAAX, %, MER ow ,;Upp6 _ . �% - - It . j�% tozo Ni:?-,f!,.l., - _ ' " .;k m a .. % - - . M llt�=�lu vF11101111 =xlp � . . 64 1 1111plip - � , ;;- U) . ;*.-. I .--"* _111 - I I= A.;- -t:iz, . % . I .0'.. e. ll� - � .. 11*1 j�ikpr I = MTH 'A:M�llMVM 6-INCH JOVERLAR -AN6'*,SECtJREL'i'SE;kLEDL'7<--!O�;.!-4,t.�ii.;?,�ft . . ; u a - 17,4t -.'I --P.04. 0. I . 0. ..e, 0 . I .. 1.-.w 0 .i ... ,.� .16 - a � - - . s_j%,v_ , - . . r. GRAVEL, THEN THE TIRES MUST BE WASHED BEFORE VEHICLES ENTER A PUBLIC �,�W�;:v Z a . IL: &x soft' % �f 9 O� !&e 0. . IL, t - 17a - A e t. 4).-6, 10 WO-;; . o @� ���, sk.-."RIA 6y. ,� ." if,f"tw.!�.�;,%icl,.T.t.-iiie.�tn 49!46�4c# .r*. - , �0�0%-;fy.?4%.-O!gL -4-` 1 -.%_lr-%!.�-4 , -ft - AMOSE SPACEO'4 YEET APA�T AT 10MON AND -PAIVEN -.4- -q 4; , 1; � ? 4i 10 -rj�e .. 444 0 .. el lztrvw�-k. _. --Al� i�-& _lz �*,.-. - '! � 0 % 0 ;II ;� . to. t 'I I .5K * .9 , 4, ,:i,j?,.-v, �% - Al';c Olwt -.r .; . .. # , : * u _? ��;- w-- � :k,; ..r. ...- .... .. . J(Er ,O� O. .,w�. I 1. A .. 4 ki.5 I I _: 0 9. I - L I n� .!i.,,# .--:r-4-.,--%,,�.-,.:!,-.e,,, *-j-uo . I I kf"t; - 6 I 9�� ! Irc 4 a ., . ! . . 27;:�, ;� �r - r A94 . vo 140 * i - . cn -C!4 * ��r3 :�F , 0 -0, .4 I ol*; 4"_ ite Yt I - -Me *zlpi I � e 0 ** -Z - i ' ' a 2 , t* , ft�% I - L n !� ROAD. . �V.ss :� .. ,� . - . 7 .11 ll­�lr - f! T�EJENCE . _i; ;.,:: -W . , - �e r It: WASH WATER MUST BE CARRIED AWAY FROM THE ENTIRANCE TO A ., .0.-:.% ; _%, -,;:I . t c I . . ..� . - (MINIMUM OF 2 ET , , , �_ - WO; - '1.0.:� ei: %it %,4Ej - N� 67 �4w % .��:I, .... '� j,%� - A. 47 - , .� . � .%-I.- .- - ?,: 01. .0, .."'.4m."'r - .,% )�.r I 0 0, & , ., al;v% tior-KT . . A., . - - %i ft. -� -. -,p4,.i`r* f. . - ; , ,:" t A .1,� I io lu .d: .:.. ' 2 r i :%W%.- ' ' ' " p i 4CH r&4ALL BE CAVAT f . Z. 5 b -*,; �s ;x 11 2i�_'fNze - - . 711foo .. �. . W 1 *_ ;;�*,; :v: *l;t,�"f,w..,t -�,pvj;-%� A .. .li�4%,; .!.%,�.";,*4%,�-.-,I*%�!���ro�,��:..g m-,; PIP " - -- - 0 %* � :61.1, � *9 I %:w I - ywm .1 *r- .&a - % V I , f.: . - . '. I , -..,- .0 $ INCHES). piv;t-l�j-; - s -,�.,*!�;, I 0 � ) Ec 106 t4E GROURO * � " , % �-A- T":. i�.i. I O.i .� i - I %. �. .. �p!!&;-.-r---..;;;trj -i w A,#��,%% j�kAk_�:%a - " .: 'in � "� %�. .�.... .- .% �t-d!�tl*t-SO,k,�'..��.�o�.�-.k.��, " GRAVEL CB PROTECTION t:�-.-, W.&I f* �L �. �: z; f , .:,t. :�&.. N SETTLING AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE USED TO *;m..N., J A' ..;o r.-a -% M . ! � �,# L � - " _. 'o. fao.�4j:,&,t-� - -.-� � - �5ric-Y7--J:qt�!4- --*.-- x4t I :_�o i. . m �,;t �,_ - � _.� .:z: . 2 0 . ft-.Ad , 6;e. �.V4-;�� Olj;�@ tP ..q�. .o., - --:.-;-'t 4� c� �."�­ - A '� -.7f M . 0 -1-1�&.1i't ."**a%:j - - '. eft�'Ajf;­l ,q .1. .. 4 . iv. � F.- (O'S -INCHES VVIDE AND .12. thtm '_'0fE�!,XL0lqG -%.,( ft � ­. . ..$.*. ow.,?%z -;i7, � a '. it I .., t. .. o..s. r , 0 NO SCALE .. ii%�)��51w- -.! � t .?,%,�J.M MAKE WASHING MORE CONVENIENT AND EFFECTIVE., 4* � 0, . 0 -i -�.- - i D=m ... 41;:o%r ,; - r --l." EP� - 1 -� - .. .;. F:�,%� - - , C) Ir" � ;,- I - " -.� - - - so -.0�.:� %%,-,ft-q- -.4i.."�- - THF. tiN fo * " Re dAkIEF� J* .:--', ��.',�.Z:�%'-_' - ,, , , . �. . -.- trg�.%--; -� .z:�, -2 x4',VWGLA_ 5 FIRS , d.4j. -:.F' *.I EXTEND Ix F. Of POM ANO UPSLOP FROM ,I 0, . r-,?- !", .�i&.--K 4 . t:,. L,"' I ..�- . 3. .-p %, #0 - * .4 � ,o . V$�,%L 12 to ,:-re.r-.-'.;,o, - _ ..�s� yl � =4 U) � T i�.w 1; AeR Id 4� rjf4w..'61�:-sfl--��#`: %4kc1�1%%le - 4P 0 " -4, 'A 0, --., . ,., . .--�% E - " .. _R f 6� 5 - - ;yc f�:!- -,-;--t4;---,,-;-;.-'i--;o�, ,- 'T.�l--:-,k,--": -;r-- . KIN �t:, ;i� *. . _� _ 2 - 'o 0*� 15 11 I iv i,. �?4; ,,;,,�t .trc .o. 'd . - �v .k.. k, �! ".4 : i.� 5 - - 1 � . O i�� , ". - - 1, : � � � E4A., U4 Wfl - . s �* 504'.'66--��qv��-4�-t.L.t;�t:�i�.-S.-O'!��.-i . .. .,, , -1 m . . ,z q��.'V% �ltpmT . dc.. . I ILTC ;,. - �.:��. 'o. , �.#fzl,:�� I & --. ,oc Jj�.4 .rt Ag ;-, 0 �: � _,�gv r 0 6 % 01 .. 0: .� I d, or. .. d vq �, . 4. rea r*ep..X., J . .j,A RE MESH SUPPORT FENCE.SHA -Hr - .W%]-p.4._o%zms-.p a' . - - %.; � --.!�&.- , �4% :-O� a 1pr; )< a v. % E &4 �04 . z- - q O.t �: 10.5 , ENED ISEC6RECY %TO .1 ; 6��Cdp v;, .1 Q kv �ti:- Bit *VAST* slj�� ..-.-. a C, nt %�:tl.'- ", X.-N - , .. . , -� i �0.%-�hr..::�!sw sn-2 i",s "'t . , *. � " % Ir - , i-o-t SIDE of: ?Tm - * zr,o.;6;0 .�A . 0, i .iz,.-'�- 1 irow-f " ! ,% 4O.F. 'p ,.,e # OU. .^ .-t . r. ; -V .'$�, *%� 1%. - t r ;r^ I ,,�.ffl, *�:�:-.:.fo... - t " :,, .. *. *1 . SoO . . 4 .- 40_-N� � itoNa:* ons'whet,oR HOG lRlNG&'._.-.iiiE WFIE 4SRA % 9 - 6 . � i-ir.,-r-,-.,.i 0 o , to "14'�-';'t'�.)I,.��*.*.,:;��10, *% -- #'!'- --�t�,,? 5. MAINTENANCE: THE ENTRANCE SHALL BE MAINTAINED IN A - v ,�,,f ., ; ,-K .�!ft, 14.,-,�:, ��* ,& E POSTS 'usitic HkAv� 'oury �Wn: i*APLE� .. *T VAsr 't d* WCH - . ep 'v. A 11 . I -: , 4. 0, % " - ,. E .TFtENcn. , . - iz tr;Aal-, � ;.;x S. . .44.,# e ;,! 8 ;:,-%-i k 3 -E .0, .j V.rt.,�'o.rx. , '41. "`%;,�; .-.'L � .. a , . LL EXTEND . .TH * g. v!�-:;,r;-*U-;dll!f5* . S.. 4, a _ , I.- - #. 4,e - �A,�W,z . & - Wt. - 0 ','.-:,.--..;:e ., ,i� ;�,_.!; -.: . , .. 1, -.--e'; .-,--6;. -_!ro'%l.. � 11Z. mm ko?" % . *.. - � I i!;�-i- ' 'V-- -A MINIMU ii - - " !�" V -% ! 0� a !: - We - a ;:;tl ; - � ` :1. ... - %4�t M OF-1 *INCHiS �AND NOT EXNNQ MORE -THAN 36 ViCHES CONDITION MICH WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC , _ 60 7, - -_ * . . U) .1 0004 *!,'it' 4� 4%. . . . 0 - _______ -iiiiiiiiiiiiiiiiiiiiililin ___ iiiiiii . . 06 �*w -'-�---,^ " _p:ELEW la . '. 9A;�. ..-lb'. 'e. - ,:,�'" I .;.Ip -,.p_-.%--q-,-!;,-.*l. joAr; t%-*t 5" q - ABOVE IHE ONGINAL VIOUN � .� % .. ;-q%�--*..- 51.� -;�� * "1:4 RIGHTS -OF -WAY. __ . -i . . .# % �);! ' �� - '-� - - "�s ` Jy;c?R,.-f4z�6o" . 0 7,� R': . " ....g %,-Fl" 'r .$HALI:'* Ot-,-%i�-T---;% VION & -'J'�;`-'4 I - d z - - -- - - q -.-- i 0 " - .1 r f :,-.,. , ... 0 ,SUROACF. 4 -�- 9---* If '- I "' a. - * %1: '.'r.. . , J. .�6,C.-.,..-l;. .1 It- :'.s.*..-.t.-f , 'I . - 4 ; .:�; - - . . . . . 'I 0. ` . z: ,,.,. '1�s ,�_ e .. p t, .4. . *,.%:l%.: i!:, 4,:.f%:. _:�_ . .. . . . �. :� 6.0 % .. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2-INCH . 4 a �P �*,.rlozf . . -11111111111 *:i;; %- -il ., " b I . -Ojs.� p .- --� - - -4,N. -.-. -a -i ... & . ;� .. �g; va""'g %. ;&-v-�O:-!,;.d, r-in,nij,U. g.-X. ,f -J�f .. . %-a-.. , .1. .,- - � �:q 4 J -.\ !-.,i.'-.�j�,t.--,%%*.* .; -.,r; -7. �'F&'!,..,%',�L';"� *.�;:�Kzra,:�'�.!".:.,-I�'�o,.-'z-4.0-'a - za.;!* -:- - - 'p- - Z=�- - .;r 'u'..., _- a -#;I';il-l-lt;e-.. - ; 'T -��t4�.szp!.:,�,,e ,��.7," I. .:. f.,0.� .!:.,� , - � . -.�. .. ".. , ;�r A;;�. jpf 0.0 - � , . - - 0, %� - ... . :0 - ft .,: - d op - � :e .Tlr� ".0 1�� . �j y; . I . v %b " v . . . . i f4 . . . lot. ry 4 . ,jq�. �v . . C. . , % , '�o ** " . - jt..4L 4 OZ.', ! "t "-�; &I- -*. .. ..t .. .!#_t -0 SUNDAAD STRENGT� FATER FABRIC SHA ... t. 1. Eum4 'k- � . - - 4, . *-%- - & . V .lL . I �.30 1: '... . .1 .ft..V,.O�. LL BE , PLE D 70 %onie 'W ., 0 - .v01%4&_-zi­p%;- ,V.- ;..� I. - , 4;!5;� ': .1 4 & .. . !, ;�* ; * ",X&;" r,* -!:: _ STONE,, AS CONDITIONS DEMAND, AND REPAIR AND/OR CLEAN OUT ANY - oi t�: 0, i � �r -.. _..;-o _%-s� SO t."r-nie" ,:,*A �C�1,-*&.'@ 0--z*, 'e, Ir."i. * C , & -,'b .. , * , a. ft .. .� - �. r .;:.. ., � , I - !P.-* .� _-:� ' - few 0 W I., I -4 -,r . .;, %� " .- - � I %% -tz-�. Q.--;--;-""f) -4.. . Mir $ -. . . - 7 . .i' : , . . � - - s ..-;t. . a *e.. � ". j. . I �. . , 0 4 ,f. - ,.�Ool, , '. 1. . . 0 a - . ' : ' 'A':' 'EXTEND MORE THAN .36 INCHES ABOVE 4 a - "' . - ..p L�:;�-. Ak . .t - 0 4� - � 7 : ' -e 04'v.wA,a !-,�g 0% . a.:. , 0 �. "m THE 'FASRIC 4a.- -i%% Ntr* . :. f t %.. . 5. ._vq�.4ri.-.. 0 . . ij�c � .. I -�. V -- - '_ * -.dl .7- " - 'Ap '; . .". . ..v. . s-9 4�-iv*1ENM OWD WLL* IDE EXTENOED INTO THE TREfiCW � TRAP SEDIMENT, ALL MATERIALS SPILLED, DROPPED, r P JM,f it 49� 'Z� 4: v O' X2 k - " ; . . . .* . 12 , .... d- : 0 * 0 , . . o "v . b .., ., % . . . .6 . ., . a '- - Is- . � " ,�', i: L:.:_rl?v 4: - , ` , - * -s r. - !_ .% - ;ih:kC -.GRbUND ... -.foo 0 %6 lk! r . FILTER FABRIC IS TO BE .% -C, - _,x.;;'-d�. . - .w * , f- -,� , "- '--I- I-,;. ,-4:4 - A j3ll-�,.: r.,# �ov v �-` .. .rn.� ��. a5*... : . *jCm , SHALL, NOT �l , .� .-!% % � .:I:i­:�tt,-%.,� - . ., -..I tw r A�.A -*. . -4t 13. R, .� & � - .. * Oe. I 9 . . . , -1 1 .ww � I , %I. 1. . `-V ,t-:i,dw:- .,% ? .7,�� f.e' :"�,,_ . . . ,�� %; 0 - - *. � �o It. - - ,ft �,- . .1 . O'O 4, 0 - 9�-v - I .-iki . .� . . 6 O* k,:, . - 1,00u�;.�, %-�--... . . I .0 . es .� .. . IL %. SUF %ck "i � 9 'L. I I - -%oz% -:*ft z FROM VEHICLES ONTO ROADWAY OR INTO STORM DRAINS - . �..�Y= �(. 0 � ;; ;;. r . . ie ,# : . " pt 4 .. re. . . , & O.. 6 . .., -.0 . - . 4 :P;i .� - , � * , I 6 . . . #.We 4 - .. O. -y %'db- Z p -4 " ,* . N .4 .s. . ,ci­a 'r ' 0 we 0,6k, , . . . I .. ��% , .... - .. .v � . 04 p , . . . a ..% . .0*. .k. 6 . , .0'do .* , W. sj!%�: -V . . 4. -,- - - -- --. - '-*.L � 6 7 . . a I 0 .% , a . *a, *. - � I%* Viefic; . -%-7- IV . . . . g;�,%. . _. - Lt... i*---;: J� 1� �. -t ... !- -& -.. - - .�r 0 0 . . % %'. %.- .-; a. MO :-Vl . : �' , . . ...j, , .,� ; ,,& 0 . . 0. 'i .. . - �. .P'-(. %� -"- 0 MUST BE REMOVED IMMEDIATELY. GRATE . j;-. :. .;, .j,,--#,r;.- .-.,�- ..'. :� *' . J%. V... � . * ..# 0 . . . * Ar 9 %� 6 4. . a . . . 0 lh.a . ,.. .. I -% e* � , pomi - �, , .:,o *dt J. . . �. . '*'*� . - - oc -ii ,�-,;;-�, -f w '74- i"-;-If�. ?m-;-,!K:-��r_-.E; I'!: - *'* - � . 6: .-%-., .0 - - . . N, f, It: �o � -'Mo.$" _'... �. s I I . - !6.,t - . . . - -P - '--7 - - : THE TR .. - . . -O ,r.q� ":,-..-",;:.O�-.�.0;�..i,.,,.-;.-. --W...TAA,Z'_ - .1;* .9 .-: W.' , - - 0 , . . O* ".c..j. 4 ., v - EN04 ,SHALL 89 MWILLED %Wli WASHED GRAVEL AS bjo�vM " 4 _� " - .. .. b . ... - i 0 � . . � . . . . . �e. ..�' -..I- - , ! c'-r Z x 0 . ; , - - -.. .0�-:�� ,l-b,.;s..,!!!� - A. - O.P.. ! � . -0 ".-- Z: .. I# V I. 10 .4. 0 �; . a ; I %. ?. 0 0. & 1.0s.9 - . , <. . - Jw - - . .46 0 q, 1%v . . . - . . , 0 �'! d.! . a '. 4, �, .. !% :. , . .. . . . - �i;- a do :. ;0 %. . ". . � 4. %a � . . 0 .. W. . % I .. . ,;. I - I 1%. . t . lb- I f tl I. . V. - .; . 0*.: 0 . - - - .&,o E 6., 7 - - ..",%,.. .. A. : 't . .. * *�, . . . - , v 0 �- -�- -.;, j - .. . . % dhrr .- - �f.-. .. � * -�jl .pv--j. "' . I 2'%` ' T FENCES .SHALL BE REMOVE0 WHEW. TH .) 4 * ,- " ­F ,� , .-:; - - lf� a w . -'- *I, ffiv� .Y .4'tXUrvLA5 FlFt : I � . . .-:.-%-,:-,,i-- - - L-1 .% -:_ .1 C-� 'a- *!- vs*`-,�.j�!;,cr.�A- 6.1%� SUPPORT-POS;T -*.-, -, :1. - - 1� . ---,--� % 8. -:T-;= Ey li�ve -.' & . 6'. 41i .b.. v� . 4: `�-., *. ':21' ;.*;6.. -.0 - 'r� ' . * . .. -e - - -.�, ; jo ". 4 it y. . . IV '. . - '. 7. J i SERVED *WEIR. lis6m. -, .r �. I 0 . . .- :* c;d --x 1 -,:? -,�-., .4.,or'. -v&-r;k-4 V.. ! . :. ., C. cn . %O;,:;�,#-4.*-,oqF,i. .O.. .w - . . it. .., , , , ..: . -�,iVRP6SF. ..BUT. NOT ; BEFORE THE VPSLOPE --AReA W4 .;BEEN ..PERMANENTLY " . po .0. 6�� a , 0. '�:_ 1% . 61. 2 . . . . . I ! , &-!--,j� ". � .-.: .! .0c % . . s ,7- , � , 0, :4�0 ft # . 0 � f . . jr . . .0 m .":.' I . :*--.-.t!��':��,*,,- ^ ?. .-�,,,. .7 4.0 %-&- '. :off i , 1. i: ,:..,.; ", : V .- ?. %Ab 4 - -04 :0 �' * - %I . - . .. ..... is ;�,�-%%. .- - - - - -,.;!�' 0 -,% . '.. ...& - -� I - . I � - , ... -riLTIER FABRIC ON , . w � ..... -.-.�i:.;)�:f .� O! 0. ; ,..'� ..... . !f.j: - .,-- -,- SIABIUZECL ?!`;'-% -.� -'... � - 0. , 0 0. �: - -Z ,--"r-O-;�..,-:.-;,e .8;* .. -:t-. 4;,).� 0�..t,: - - - . - .,.OV4 0 '�: '. %:. 4. " . . . 0 - .. ,!j � ... -?� 0 -�!V.� . - - 0 0�f'r %.."# %,L� � 0. 4, '.t.; a �. 9. . .0 .. . v:. . . . i. a - 4!" ..!,. .; ztt A �.," . 0 . ; r . . . . 4 . & ... -, .., . .0 % V: : , .­ .� I --i-T'. - ` - I O% �- . to .. - .a. .:---. . - J# Z... #. j � . , 6 " - . . g.. . . . " t . .: -!R% i. .1 - . . %�, . ... a,. ".. ,;,.� " .. fel :� 0 v .-:, WiRe mesiArmer�cc_. . . . . % -.-* "k­.-,,.:­.% ­�..t..,44-�- 9 .- #1 ,#:�O;..?, . . - - '... `4 - ,:L* I - I. ... *- *.:. .. g-j-�j.vi,-:,ffi / Z 6 .0%. .4�r.,�:w 4's �..r .... , . .w ---4..2 � 0 . . -- ). . ,-, o. -, - 0 � ;: 4 . . _- - I 71 ,.;.;j. / / . , 1�:lti ..% .. ..-t.... . i :% ?',..Z % . - .:..w *I A 6.! . . ,��'..;,:t�..- A . _% - , %�;;%,. .. - , a -, ..W:tv %^,.7,#v."%�,w... _____ - - - d-5 '_ � - w .. - - ,- ___ - -Ce 471'e.:4 , ! S .. a.- er.- - I 4 - - - , _� - , � 'r , .,e -.. -_ " . .e '. 1* 0 ; , .0 :0. �v*.,--_r%..r ,.,? %.I . w 0 . a -if- po * , 'i �, d... , .. w - O -,. 00 I N,flo� 170 . 110 . ;, - . !I,!, ;- . 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P, . ort ��X2 ': -�. *'k, ;t 47, , I -Y::, - ��� --!- .20 ROCK %p.-----. .. 7 i .% , wo . :Z ;t �S�� st I _�;1-4;00 ;V0 A ( & , 49- ­ 0 . . . .,;-.5i- .4 . . .4 . -f- �*,--,vl� t . -. : -.- .. 4" .: . w P. . - �. .;j,; ,;. r. u'�., i - .loin�Q&l -.'- .. r I I I ,�, 11 I . ..�.. .� . ult _� .0 . . ­ .�*lo '�%�b` Va. FENCES"AND FILTER SARMERS .SHALL .BE -INSPECT :!,. r.'�,!:,mo : 11 ,,, - . . , . .� W) - / ,:!f-:;-T�-P�- 0 , 1, - * . 1. . ­ .. a, ATEV AFTER 9% It" - � / / i, ! , _� .. a %a, of ; ,w'.i. ""o'..* " .. a j ?:� - . *� ''I,, - 0. I - - I . _� * 1%w. - __ - - ,*:,;I;.� � 161. 1 I I I � 11 I Nit- .q�w . - 40 . . .%I%,- - �. . .. 0 . & V 0. ,.1 .f..:EAQ4 RMFALLzANO AT LEAST. IDAU . DUAINg PROLONCEO' 'RAINFALL :p. ANY' -, .. .� -- :: e f=4 I"% .. �-s a X, GROVk 01 �: `_ ** .p. :r;.ft. I, g . - 4^ -% r 14:0 � .."^C:4� - t: .&III&QUIRED AEPALRS.dPiAlA'.'8E_MA0E 'IMMEDIAT�Ll_"l - '. ' ' ' .,�'-'-o _ln7l, l:4p,;-i.�-.%:!jL-:----kp,. . * ,At*..o ol ..-� -.1 - I --.. . . I Z :. ---j�::_-:. , ft j 4 - r . .%,.%,. * " a - LY GR 10 ,��;Nj 9% .,.. '-- --- .%. - a. I _. � . UftoEt) 4 "_ I . 14A IlUE141 .; .i. .- 7 0 - . .! "t a i-�lffi�.";--%,� i, ;. .:,�� . 2-.& '--.*:-A.-.�v , IMM4 :4 Z 0 44 r . R 0 c� ve, . ::w �.. ,kol _ , .0 % . &�. V. ,; a A ,*:, -% k - I ,T"�r..- ,.t,*,,' I '. -:*. : ft I,. ;�,..-,.';'-�.. - ,jL* . ; u ; ." . & . ,_ 0 a 4 . ,,,� . - - -7.0� a." 2, 0 .1 . .*.� -.�0.4�:;�--'..#%;, jr:r .",%:,�, .70 5Cbprz 1 -; In 1. ., . , .. - .. - 0 ", I . 4 -6 . i .. . .015T %A% ­ c, .,. 'f.L*,;o - 4.?, 5 . . ..-*:�! . . �lr-r' - -. % 1� - � I ;lop, . SkdaD JHE .FikMC ON K. SILT_.*ffN E �';j . all �.,-.-,z,fz..p," " ..a i......A 1, . ." . nq -,� :; ; .rZ "** ' �. *. % %2� &�_#% . � ., -jr d ..OR. FlUER MMIER PECOMPOSE XF1 A .z IF. ­ - . 1-6, . I - ;.0 .; . . *-I *.-� -e 0 v,-.--. . I - ri. ., . . � -:C-i?.-,-"_r, -BECC - -� ., ,� jzk * ,�m , W, V�� �. OW, % . . i - .. " :�i ri Y� 3--io '. ra-ml' �:;vp 0 ..'; q.. d .4_c.. .­% -*'L*.%. '.3. - . edM ..618L.. - - . .%jj�; � " . I - D OF,.*THE LXPSCTED�IUSABLIE L"tFf. :XNCj " ;�, -..!�J�mz f .:�, % .. � 441 , % �li* 0 do .*q ? : 7.,� - 0, 'r 0 .. - v q?. to., - *�� - �p " fpf v. .00'. 4f 0 ; . . c - . . .� 0 t 4f .,!? % p * % i 4r.om.' "' . . .. Tt*"THE IiAMER SMIt WESSAilYr'THE FABRIC tmALL'qeejpe CED � - '- 0 * ' . ;c ffow.'m - __�v , !�'� : -% .1 ...... T,6.0. &...-..r� , . -,,,. .pRomms. 'k .t. .., e ,5!�k.v _1 - , 0 " , ;? 1 % t,* It - , . 6, � P 0 .*.-r ,:,: - - - I .5. V. -t- - - . . 4�, 'i ;t .%.. 4b I'. _0 - o -% %,;.�l I 1: - -f - .- - -� - ,..R- -- vt--;� -i-r.-.-,.f:�,-,rf-b;4e -.'-��es�!-�J'0.--z!fz -?. & T v .-& - -;i_-:-- -- - - �.e -1.4i - 'e-:h,NM;:j;(, - �, 4�7 10 *. ,Z* 44 po ,% it �, _� , . .%, , , ,.� � t0 6 � & F-1 . .. `_ * 0 .:&. %to . .. ;_ , p .t. .% � : _'5 , . -WASHff 0 62 0 0�fi;% - p ; , .. . . ro �. �� ,� v � N - .;,: , . ...!I WF. lNEFFECTly,g :Psion '%ro .THE EN 't .;t ,�� - �&-ZW4 -lfts 1� . .1 . . � ?..qp R; PLA SILTIATIOIN BARRIERS , -, . �Owwwmw -.6; :�'!_-_ . . , I . :k.% -a p R Au e U- *-� -p jio. v: 0 4 0 . . I - -0 - - - *:�z--;;.w--. .,,kafgr, %k - 9:4 1 �j ax , .;,., .�, .W..� , . . . I * 0. . . - .A . . w IV .. e--.0 %. - b , : - .%� � -7-0?�.�::�:t-.� ep. �,.,&. - .r % r 4 '. - ­"� .r. % .'� 4%.. T'% ,,-.w;.-4 " ,fz. # a- - -.i ..,-�. . '1.0;7.,--P�31 . .: 4 �_��?.oil I M-OENT .PEMSFTS .SHOULD. REMOVE JAFTER EACH $To %�.�,_,:!�.. ... .., -, 1010 _9.i,3� ov. , :.*.f ,�.d Ps ,L-s - .0,; mi - 0. Rm EvEwb,�",:.PiEy �, 0* -r�*­O: -."F%,.;�iv��f;4..-;-;iF.�i�7i.��.'.,,...,, %4p 0 .� I i . 1. . .w . f _�k . 1 . ..� %O, r. .. - - *"C ' 3o r ... - .. it 49!4 � - , . ,$. . v it .. 46 .4s -.;.vf._;- � ; 't - - '18 '-"e`-;ri­ %"--aso Z. .. sibi . �� .?. !t. . . - . .1 -4 %..41. . .. - . ,jr , vr. % , 5. I; :14'"s, � .,-,%. I- w , . � . . *1 'a ",,-. %. ,� L.r ...'�,.,.4. ... , - Z.40. , .: � 14 1 * *'DePOSITS - REACH .rAPPFl0Xl?!ATE�K,.-ftb"NE.AAC9 -,� "k J�'tp ,f _*4r v 9. .-,-;�O,x%%��O-stl-:i :-�!%- %R;g . I - Fki .2 Sa �,;Z:4 1 BEL40YEO '. SILTATION BARRIERS SHALL BE INSPECTED IMMEDIATELY AFTER EACH I . .. .�;:;; ,.,r , . Pr4 ,�. tl�� k �MUSTZBE ."GN . ,�.;�. :.:�v. �q � %V % � ..$, _. . . . - � . V. *...� t.: ,..fs% , ., -- .". " ;-? ., ;;, .1 . r,z. fil-.0�".!W I . �':ol .�: $,. , I k.c.l. xe - z o; %4�,%71, -� �%- 4-.� . . � 4. '1*24 '�_1�04WGHt OF T.HE*BAPtRlER.:` - 0-F -�L, :1.0; w: .-.*qin-t-.-% iv.��*7--&--. 3-s"P. .. , -'iw,e-%�.'41,� . I *....,.; vice x ra" ver:p... . , i vil! � - � IM F�l . �& % ' '* - * w ,�# k � � � �i.�w -, .;.,....*;b -,%�"%- -'�;"' � - ii! I. 4. ;, . -- ,��Q;;,-&��P;-;-'q. A. - �r?'t%' -1�4,.ov q:7,l1jj*7,0;v:2-4e'.%,.- -.167,v..�i%,�-J,- ` - . - ., -v -0 * *,:� " -.';-':",;-- ."* �_P. . yr., % . ..;��.�,-* -tm.p.-'�'-� --- '!�f'tf�!.-I,,,r3 :�j;*.-ei.g.C14;�.! .1 '�N'�-!--.s� 'S"7�- .!'.:.;,.�.O.-II;4:iz"-.,,.,Wt,!A I -ki-t�c-t-lo.�%�i�:..re,p,-,.;"&-,-!*�t'j-'�6f±:;��-Q4�Lt'�$'-...*, � .._;��*$.�_tp f- j'jl�'J� 40 � ", -�.:!4 .----"-i"_"4- 0 ., 4.4.16; 1 .t;44�1..'... -t- 'L % . - " re , f :-.;.��wkls�.�-. .... . t;, , .� t. ,;�,--'47. -. - ,� � -11� - . .� -:"�..*,XifA.;� .-. 14..��-'_� ,'S ." r_4 e;� %. R.4 -e jREt4CH"1. ot �, i It if . .,;Xol. %., , -, ;4 . vy - .:� !� �_= w .�i._:;-r­ . ] -'l'-N--,q,-!j.5* �!!:,. c &. _% @L-,&;�&,� % , -.I. 4'�`f . .�g.V 41b'Ziz. 'r . .-�:.. All'o.m...'. , t ATTENTION SHALL BE PAID TO THE REPAIR OF DAMAGED BALES, END RUNS AND R �X,f - , . 0 #� . .pj . . O� * - 0:,-. : ,6. . ,T!zl �V-­F;- - �- -.%-.,,0. �1-:[ � _. ;p .:� " *r -w -:-& !�!'� 0,_-4 ir - -11 . . .� . _-"������ FRAME . i -m :IS - - "��: *,�V.w v. ��Al - .1. .. . . ..'� . _p - RAINFALL AND AT LEAST DAILY DURING PROLONGED RAINFALL, CLOSE - I ,; -i . Hj� *:. - -��!CW 4r'o ,r,..*-- ,,-t AN ^.. .Asl. ;;&.tr tzfz� v "i 0 , ..- � ...% 0 W. 'ft- ' ,%,S(0fMEW' lN._.fLACF.'_AFTER *THE -SILT -SENCE !,OIL- ii �yj,. -4 . . . . - . .��-�,�'-.*O**,ii,-, 6 - .Z.ANY .' DEPOSITS REMAIN64 :�tl.5:lit;%4, ro'.S%:�% -,jU:j y-.84":-t -%-4. ,�:�t,:�!g;��qb;%-- q�­!- ..; % - -it .---p s . -0, p-, <� .,4- + .? ,.,,.*�L�. ;t7-'l*A%;v. kmA . . . � . cz; =f r i .00 ., .�.. L. 9. . -� % - - �*4 f W%. - . . .,b.:s%.;.-.,i4e--.%V� ..,i:. fo..:C.. ;. - 1 -;:.2, -.4k. ,,?.,.s -,�,.r V - .. O 61" ESS�6 - - I . - . ' - - v-.4A -*.e * �--:, . I . .o. , SMIAIER�R NO �dk(;ER 4AEOUIAEO'APALC IDA AA .�r . ori, . 1. . . � ... . .r� - - - v -0� 0 . � � -.-:i,-. * t� ­-, �' u 'f*:l.,%�-A;p �a, , , 4 A- , r� 7,; '. .., .X , q .�..,e 1; Itim ,;JO." 0 TH SALES. NECESSARY REPAIRS TO BARRIERS OR _� _ *.%,! " R,;� .:vi ,CbfiF6 : -43.�._,:. gi I ,�"b'�;;-to7�.^.-�fi...(,--t-i���tet.-TYPICAt:tECTIOti .,*---;N<'l:��4.,-,j-. . "-!:�.;4,lr,vvTm _E fkl=Nd*'GR;�0lL_�flfEw :Uk)di !."!.-"l�'.ft."��::.�se).�;-'. `4`�"` - 1 *,V�! .% . Fr- ,e;,�4':#'.it;.,p- -%l1:5v'n'p 1 . PARED OMO :1-4 el; %:4 .,;;X. . � ,T%o;.r,,k ,'% N Z.:.4§(:. - ' * v - .�--:�- * , 0. . . 'o , -- ' *-,�; �;r, ',4 - . - .0. . " I .� ".. .... -; . :� .0 -.-. �- irl :;,.I; �Q.'j, 7� . . - d sk 6. " ..'; -:!� %. !­,;-:I�--x�.v . , j�p A,:!, r 5; k vt . ..6,%, . . .60.0 4. % �. . d . _��ll I !too - V 6 - " .� I !� , C ;";, ! it- L .:;v , w"'l;v! . i A - ' . 61 4, .. 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SEDIMENT . , - . - . �!ft 494 �� , C��I' - .i�yr,rzl -%, CITY of EDMONDS 67 * -$.r , - .�t�fli',J,O.;;,C-t�e.,Ft�-.,tl-."%�-�v � �. 4 ;K _. Emmq i "' _ ;'.-- ii%ra :�Lo -�-.-y ..b-% ,.* v .. ; S , 3. ;.,;!, 1;�% L. M,� 0 X:.;,�'..; .,� 0 �l .. __..-*-l.t;�_%pV% Vtl DEPOSITS SHOULD BE REMOVED AFTER EACH RAINFALL. THEY MUST BE - 0 .*!-'r.*,a ,--N�R , _---;,z.- ..*- .p *� .....?..:,�;�- I . . -0 "K6, - - - .. Ai ,::S, , -;; " "*"�%j;.%.-k::, -,;- - �_ 2%..� . _f.'N-4%,*-1 ;" -.Zr N . T 1%. A. .g. Oc IV 9 .I a 0. A �.-r..%L.:-%f; -.v,:a.- ;.. 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(n c CF) * "a : . : 0 a 0 ft a a 0 0 0 a : : : : : : : : a & 0 a (n 0 am a a a 0 0 a a 0 a 0 . � . cyl 0) a " 400000� G) CC) � CM04 C/) 0 = W pm3 �4 ARMADILLO 0 ftkl a & cc = 0 ROADWAY AND I It +1- �-4 V w �-" cc CITY of EDMONDS WASHINGTON GR 0 UP FO UR., In c * DRAWN BY: GST CHECA'%ED BY: DATE: APPROVED BY: DATE: 0.4 NO. RMSION DATE BY A%V , I 1 REVISED PER CITY REVIEW 7/30/99 BOM cl FILENANEs Jo\98-4519\ASSPRM0(ESDPR0(2) UPDATED, JUL 30 1999 M27M �4 tt �w� *4**� 4 %0 !4 tt �=" *"**� 4 %0 M tt n 0 cz �=" %O pm� :::: ,at 0 1\� MQ 05 %& �t 0 tt & 12 LMJ %& ::: & 4 & - j k . NE1/49 NE1/4 SEC. 31 ,TWP.27 N ,RGE. 4 E .W.Ms ki a NE1/4, NE1/4 SEC. 31 9TWP9 27 N RGE, 4 E qWeM* iiiiiiii IN 1/2 2" COMPACTED DEPTH CL. "B" RAMP TEXTURING IS TO BE DONE WITH AN EXPANDING METAL GRATE ASPHALT CONCRETE SURFACE COURSE pt PLACED AND REMOVED FROM WET 1/4 4" COMPACTED DEPTH CRUSHED CONCRETE TO LEAVE A DIAMOND PATTERN AS SHOW. THE LONG AXIS SURFACING TOP COURSE* OF THE DIAMOND PATTERN SHALL NOTES: mmmmmm It BE PERPENDICULAR TO THE CURB. NOTES: 3 ASPHALT TREATED GROVES SHALL BE 1/8" DEEP AND 1. MAXIMUM IMCLINATION OF THE SLOPES ABOVE AND BEHIND ROCKERIES SHOULD BASE MAY BE USED 1/4" Wil D E. NOMINAL DIMENSIONS BE 2:1 (HORIZONTAL —VERTICAL). 1. ALL FILL SHALL BE PLACED IN THIN LIFTS NOT EXCEEDING 10 INCHES IN f 1-1 F1 I !—=''Fl -1 —1 2. MINIMUM THICKNESS OF ROCK FILTER LAYER B 12 INCHES. LOOSE THICKNESS. EACH LAYER SHALL BE COMPACTED TO NO LESS THAN 95 1IM11EMEE EE — AS OPTION III III— PERCENT OF MAXIMUM DRY DENSITY, AS DETERMINED BY ACT D-1557-78 TRACTION GRID TACTILE STRIP 3. MINIMUM EMBEDMENT D 12 INCHES UNDISTURBED NATIVE SOIL OR COMPACTED (MODIFIED PROCTOR). FILL PLACED IN ACCORDANCE WITH GEOTECHNICAL REPORT RECOMMENDATIONS. z Idl_IILII 0 COMPACTED SUBGRADE it 4. ROCKERIES GREATER THAN 8 FEET IN HEIGHT TO BE INSTALLED UNDER PERIODIC 2. THICKNESS OF CRUSHED FILTER ROCK LAYER, B. SHALL BE NO LESS THAN 12 TACTILE STRIP (TYPICAL —ALL LOCATION), 12 WIDE OR FULL TIME OBSERVATION OF THE GEOTECHNICAL ENGINEER. P-9pp 0 2 3t-671 2 9 5. ROCK SHALL BE PLACED TO GRADUALLY DECREASE IN SIZE WITH INCREASING WALL 3. DEPTH OF BASAL LAYER OF ROCK, D, SHALL BE NO LESS THAN 12 HEIGHT IN ACCORDANCE WITH THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS. TRACTION GRID, PAVING SECTION TYPO 6. MINIMUM WIDTH OF KEYWAY EXCAVATION, W, SHALL EQUAL TO THE THICKNESS OF 4. LATERAL EXTENT OF FILL OVERBUILD, LO, SHALL NOT BE LESS THAN H FEET. W4 1 — I - I . .0p m NO SCALE V THE BASAL ROCK (AS DETERMINED BY THE GEOTECNICAL ENGINEERPS DESIGN) PLUS B. 5. MINIMUM WIDTH OF KEYWAY EXCAVATION, W, SHALL BE EQUAL TO THE THICKNESS OF THE BASAL ROCK (AS DETERMINED BY THE GEOTECHNICAL ENGINEER'S T 7. THE LONG DIMENSION OF THE ROCKS SHALL EXTEND PERPENDICULAR TO THE ROCK ME OR L1/2" FACE TO PROVIDE MAXIMUM STABILITY. DESIGN) B. >_ MAX. 2 FRONT VIEW 8. ROCKS SHALL BE PLACED TO AVOID CONTINOUS JOINT PLANES IN VERTICAL OR 6. WHERE REQUIRED, EXTEND PAVING TO ROCKERY FACE. ia LATERAL DIRECTIONS, EACH ROCK SHALL BEAR ON TWO OR MORE ROCKS BELOW IT, to t? WITH GOOD FLAT —TO —FLAT CONTACT. LEGEND: 0-4 12 18 It 4' MIN. tu M VARIES 2 INCH TO 4 INCH QUARRY SPALLS FREE OF ORGANICS, WITH LESS THAN LEGEND: 6 PERCENT FINES (SILT AND CLAY PATRICLES PASSING THE NO. 200 MESH 2 INCH TO 4 INCH QUARRY SPALLS FREE OF ORGANICS, WITH LESS THAN 6 SIEVE). 1/2" PERCENT FINES (SILT AND CLAY PARTICLES PASSING THE NO. 200 MESH CONCRETE SIEVE). X—T COMPACTED STRUCTURAL FILL OVERBUILD COMPACTED TO AT LEAST 95 11 \p 5: PIT PERCENT OF MAXIMUM DRY DENSITY AS DETERMINED BY ACT D-1558-78. > 'K COMPACTED SUBGRADE, SURFACE SEAL; MAT CONSIST OF IMPERVIOUS SOIL OR A FINE FREE DRAINING A-1" CURB & GUTTER ADD CRUSHED ROCK BASE AS REQ'D. GRANULAR MATERIAL, BOTH OVER FILTER FABRIC OR LEAN CONCRETE, bi COMPACTED STRUCTURAL FILL CONSISTING OF FREE —DRAINING, ORGANIC — (NEW CONSTRUCTION ONLY) FREE MATERIAL WITH A MAXIMUM SIZE OF 4 INCHES. SHOULD CONTAIN NO MORE THAN 7 PERCENT FINES (DESCRIBED ABOVE). COMPACTED TO AT SIDE VIEW UNDISTURBED FIRM NATIVE SOIL. co LEAST 95 PERCENT OF ACT D-1557-78 19-4 HANDICAP RAPWIP DETAIL ....... .... UNDISTURBED FIRM NATIVE SOIL. Ld LO 4 NO SCALE DESIGNATES SIZE OF ROCK REQUIRED, I.E. 4 MAN. 4 10 � //K �/K co cn 1:10105:11151:11ill 4 DESIGNATES SIZE OF ROCK REQUIRED, I.E. 4 MAN. w lz� liz) QiI &�o az�)" C) �7 cj(zj'='Q'0 0 c a 0 MINIMUM 4 INCH DIAMETER UNDERDRAIN PIPE CONFORMING TO SECTION 7-01 25 a 0 o 00 ()�)o 0 00 OF THE WSDOT/APWA SPECIFICATIONS. SUCH PIPE SHALL BE BEDDED ON AND X ACP DRIVEWAY Il w 00056 SURROUNDED BY 2 INCHE TO 4 INCH QUARRY SPALLS AS DESCRIBED ABOVE. MINIMUM 4 INCH DIAMETER UNDERDRAIN PIPE CONFORMING TO SECTION 7-01 17/ BACK OF MAY\. VARIABLE PER CODE 5 MIN. ' - I OF THE WSDOT/APWA SPECIFICATIONS. SUCH PIPE SHALL BE BEDDED ON AND 7T' ��17_771175_1 SIDEWALK pp SUIUROUNDED BY 2 TO 4 INCH QUARRY SPALLS AS DESCRIBED ABOVE. PAVING TYP. 10 RAM WHERE 5 REQ`D. 6 co FLUSH 5 7' 0 5 01 _I 1 0. * 0 cq ..,,l 1/2$* R E--( 11/210 R co 00 CONCRETE GUTTER CARRIED THROUGH INTERSECTION X6 MAX. HEIGHT LTYPE "'A" CURB 8.0 P-4 & GUTTER A­ 1'$R I "R B 7, 7 7"" W 6 -1 B vt 04 >_4 11/2 EXTRUDED CURB DETAIL W + 44 1 NO SCALE 12 cq LO �0 + + co 24 0: cq co z C) GUTTER SECTION ROCKERY DETAIL ROCKERY DETAIL 'iZo 7 NO SCALE 8 NOSCALE E-1 NATIVE CUT OVER 4' 18 co A kO TRANSITION, TYP. Z ISOMETRIC VIEW SIDEWALK RAMP (7" WIDE SIDEWALK) 011 Il = NI.II.W HIGH TRAFFIC LOAD 5 DRIVEWAY ACCESS z NO SCALE 0 E-ll SEE ARCH PLAN FOR WIDTH PROPOSED R- 51/2 1/2 R BUILDING Z PROPOSED PAVEMENT1 V-71 E=4 DESIGN SEE 2% DETAIL, 0. 02 FT. /FT, 5" TYPICAL 11 L4 THICK CONCRETE 6" DRIVEWAY SIDEWALK . ........ TOP OF CURB C) AT APPROACH 73/4 Z CONCRETE CALL 48 HOURS 0004 Z c CON CRETE BARRIER CURB BEFORE YOU DIG P.4 & SIDEWALK DETAIL 404 3 NO SCALE 1�80OIiiiiiiio424wm,555 44 cc) CITY of EDMONDS At4 APPROVED FOR CONSTRUCTION 6 TYPICAL %SIDEWALK NO SCALE SHT 9 OF 12 t 4v 4 1 ENGINE R DATE 'r n r) ll.... MIN ill 11 lill 111-0 NO:98-4519 NEI/4, NE1/4 SEC. 31 qTWPe 27 N qRGE* 4 E qWeMe STORM DRAINAGE NOTES 1. PIPES A. ALL STORM SEWER PIPE SHALL CONFORM WITH CITY OF EDMONDS STANDARDS AND DIVISION 7 OF THE WSDOT/APWA SPECIFICATIONS. B. ALL PIPE SHALL BE PLACED ON STABLE EARTHo OR IF IN THE OPINION OF THE CITY INSPECTOR, THE EXISTING FOUNDATION IS UNSATISFACTORYm THEN IT SHALL BE EXCAVATED BELOW GRADE AND BACK FILLED WITH COMPACTED GRAVEL MATERIAL TO SUPPORT THE PIPE. C. THE BACKFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE PIPE OR PIPE ARCH IN LAYERS WITH A LOOSE AVERAGE DEPTH OF 6 MAXIMUM DEPTH 8", THOROUGHLY TAMPING EACH LAYER THESE COMPACTED LAYERS MUST EXTEND FOR ONE DIAMETER ON EACH SIDE OF THE PIPE OR TO THE SIDE OF THE TRENCH. MATERIALS TO COM PLETE THE FILL OVER PIPE SHALL BE THE SAME AS DESCRIBED. (REFER TO WSDOT STANDARD SPECIFICATION 7-04.3(3) AND STANDARD SPECIFICATION 2- 03.3(14)C, METHOD B & C. D. GALVANIZED STEEL CMP SHALL MEET THE REQUIREMENTS OF AASHTO DESIGNATION M-36, TYPE 1 AND TYPE 2. PIPE SHALL HAVE ASPHALT TREATMENT 1 OR BETTER. E. CORRUGATED ALUMINUM PIPE AND COUPLING BANDS SHALL MEET THE REQUIREMENTS OF AASHTO M196 AND M197. F. DOUBLE WALLED (SMOOTH INTERIOR) CORRUGATED POLYETHYLENE PIPE, MEETING THE REQUIREMENTS OF AASHTO M252 IN 8 INCH SIZE AND AASHTO M294S IN SIZES 12" THROUGH 36"P IS AN ACCEPTABLE ALTERNATIVE TO SCHEDULE A CULVERT PIPE, AS SHOWN ON WSDOT/APWA STANDARD PLAN B-17 AND FOR STORM SEWERS IN ACCORDANCE WITH CITY OF EDMONDS STANDARDS. G. BAND SIZE SHALL BE 12" FOR PIPE LESS THAN 42" DIAMETER AND 49... X 33" ARCH PIPE. H. BACKFILL AROUND PIPE MUST BE COMPACTED TO A SPECIFIED AASHM T-99 DENSITY OF 907o. USE REASONABLE CARE IN HANDLING AND INSTALLATION. 1. ALL NON -PERFORATED METAL PIPE SHALL HAVE NEOPRENE GASKETS AT THE JOINTS. O-RING GASKETS MAY BE USED FOR TYPE F COUPLING BAND. 2. CATCH BASINS AND MANHOLES A. ALL CATCH BASINS SHALL BE TYPE I UNLESS OTHERWISE NOTED. B. ALL CATCH BASINS WITH A DEPTH OVER 5.0 FEET TO THE FLOW LINE SHALL BE A TYPE 11 CB OR LARGER (MANHOLE). C . THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, INLET, AND CATCH BASIN FRAMES AND GRATES JUST PRIOR TO POURING OF CURBS AND PAVING. D. ALL GRATES SHALL BE DEPRESSED 0.1 FEET BELOW PAVEMENT LEVEL. E. CATCH BASIN FRAME AND GRATES SHALL BE OLYMPIC FOUNDRY MODEL 5435, 5435A, OR 50503A, LOCKING TYPE OR EQUAL. MODEL 5435A IS REFERRED TO AS A "THROUGH CURB INLET" ON THE PLAN. MODEL 50503A IS REFERRED TO AS A "'ROLLED GRATE INLET" IN THE PLAN. F. ALL TYPE 11 CATCH BASIN MANHOLES9 INLETj AND CATCH BASINS SHALL HAVE LOCKING LIDS. ROLLED GRATE NOT APPROVED FOR OUTSIDE OF COUNTY RIGHT OF WAY OR FOR USE NTH TYPE 11 MANHOLE. G. STANDARD LADDER STEPS SHALL BE PROVIDED IN ALL CATCH BASINS AND MANHOLES EXCEEDING 5 FEET IN DEPTH. 3. PRIOR TO SIDEWALK CONSTRUCTION, CONSTRUCT THE LOT DRAINAGE CONNECTIONS AND/OR STUB OUTS BEYOND SIDEWALK. STUB OUTS SHALL BE MARKED NTH A 2" X 4" AND LABELED "STORM"'. LOCATIONS OF THESE INSTALLATIONS SHALL BE PLACED ON THE AS -BUILT CONSTRUCTION PLANS AND SUBMITTED TO THE CITY. STORM 4. STORM WATER RETENTION /DETENTION FACIUTIES, BE FLUSHED AND DRAINAGE PIPE AND CATCH BASINS SHALL CLEANED PRIOR TO THE CITY OF EDMONDS ACCEPTANCE* GENERAL NOTES 1. ALL WORK AND MATERIALS SHALL BE IN ACCORDANCE WITH THE CITY OF EDMONDS WASHINGTON STATE DEPARTMENT OF TRANSPORTATION /AMERICAN PUBLIC WORKS ASSOCIATION 1994 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION, AND THE 1989 WSDOT HYDRAULICS MANUAL. 2. ALL WORK PERTAINING TO THIS PROJECT SHALL BE SUBJECT TO INSPECTION BY THE CITY INSPECTOR OR HIS DESIGNATED REPRESENTATIVE. PRIOR TO ANY SITE WORK, THE CONTRACTOR SHALL CONTACT THE CITY INSPECTOR TO SCHEDULE A PRECONSTRUCTION CONFERENCE. ING ACTIVITY INCLUDING CLEARING, 3. PRIOR TO ANY SITE DISTURB LOGGING OR GRADING, THE SITE CLEARING LIMITS AS SHOWN ON THESE PLANS SHALL BE LOCATED AND FIELD IDENTIFIED BY THE PROJECT SURVEYOR OR ENGINEER. THE PROJECT SURVEYOR OR ENGINEER'S NAME AND TELEPHONE NUMBER ARE GROUP FOUR,, TO INC.j (425) 775-4581. 4. AS-BUILTS OF DETENTION SYSTEM SHALL BE REQUIRED PRIOR FINAL APPROVAL. PIPE SPECIFIC ATION'S PLACEMENT REQUIREMENTS FOR CULVERTS AND STORM SEWER INSTALLATION SHALL BE AS INDICATED IN THE WSDOT/APWA SPECIFICATIONS SECTIONS 7-02 AND 7.04, RESPECTIVELY, AND AASHTO SPECIFICATIONS. PIPE MATERIALS SHALL COMPLY NTH SECTION 9-05 OF THE WSDOT/APWA SPECIFICATIONS WITH THE FOLLOWING CLARIFICATIONS: 1. DOUBLE WALLED (SMOOTH INTERIOR) CORRUGATED POLYETHYLENE PIPE, MEETING THE REQUIREMENTS OF AASHTO M 252 ps IN 8 INCH SIZE AND AASHTO M 294S IN SIZES 12" THROUGH 36 t IS AN ACCEPTABLE ALTERNATIVE FOR SCHEDULE A CULVERT PIPE, AS SHOWN ON WSDOT/APWA STANDARD PLAN B-17 AND FOR STORM SEWERS IN ACCORDANCE WITH THESE STANDARDS. THE ENDS OF THE PIPE SHALL BE BEVELED TO MATCH THE SLOPE. T CORRUGATED POLYEtHYLENE PIPE SHALL NOT BE USED WHEN BEVELED SLOPES ARE FLATTER THAN 4:1. FOR ANY PIPE LENGTH SECTION THAT IS TO BE BEVELED ON THE END, THE MINIMUM LENGTH OF THE UNBEVELED PORTION OF THE PIPE SHALL 13E 6 FEET. THE PIPE SHALL BE INSTALLED IN A DESIGN A TRENCH AS SHOWN ON STANDARD DRAWING 9-210. FOR BURIAL DEPTHS EXCEEDING 15 FEET., THE PIPE SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND THESE STANDARDS. 2. IN PRIVATE DEVELOPMENTS, THE USE OF NON -SMOOTH INTERIOR CORRUGATED POLYETHYLENE (AASHTO M-294, TYPE "C") IS ALLOWED, EXCEPT WHERE THESE INSTALLATIONS ARE OR CAN REASONABLY BE EXPECTED TO BECOME PART OF THE COUNTY MAINTAINED DRAINAGE SYSTEM. 3. GALVANIZED CORRUGATED STEEL PIPE SHALL HAVE ASPHALT COATING TREATMENT 1 AS SPECIFIED IN WSDOT/APWA SPECIFICATION SECTION 9-05.4(3). ALUMINIZED STEEL PIPE MAY BE USED WITHOUT TREATMENT 1. 4. PWRIB SEAMLESS GRAVITY SEWER PIPE AND FITTINGS CONFORMING TO ASTM F794'AND UNI-8-9 FOR 8"-15" DIAMETER; ULTRA -RIB PVC STORM SEWER PIPE CONFORMING TO ASTM F794 & UNI-B-9 FOR 811'-24" DIAMETER; AND ULTRA-CORR PVC SEWER AND DRAIN PIPE CONFORMING TO ASTM F949 AND ASTM F794. MATERIALS ALLOWTED FOR STORM PIPE SYSTEMS LABELED AS "SD": -PLAIN CONCRETE. -DUCTILE IRON (WAI-ER SUPPLYP CLASS 50 OR 52). -REINFORCED CONCRIETE PIPE. -GALVANIZED CORRUGATED IRON OR STEEL PIPE (SEE NOTE 3). -GALVANIZED STEEL SPIRAL RIB PIPE, TREATMENT 1 THROUGH 6. -CORRUGATED ALUMINUM PIPE. -ALUMINUM SPIRAL RIB PIPE. -ALUMINIZED TYPE 2 CORRUGATED STEEL (MEETS AASHTO TREATMENT M274 AND M56). -CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (CPEP) - SMOOTH INTERIOR (SEE NOTE 1). CPEP) - -CORRUGATED HIGH DENSITY POLYETHYLENE PIPE SINGLE WALL, FULLY CORRUGATED (SEE NOTE 2)v -POLYVINYL CHLORIDE (PVC) SEWER PIPE. -HIGH DENSITY POLYETHYLENE PIPE (HDPP). E 4)9 _PVC SMOOTH INTERIOR NTH CORRUGATED RIB EXTERIOR (SEE NOT MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS "CP": -PLAIN CONCRETE. -DUCTILE IRON (WATER SUPPLY, CLASS 50 OR 52). -REINFORCED CONCRETE PIPE. -CORRUGATED HIGH DENSITY POLYETHYLENE PIPE (CPEP) SMOOTH INTERIOR (SEE NOTE 1). -POLYVINYL CHLORIDE (PVC) SEWER PIPE. -HIGH DENSITY POLYETHYLENE PIPE (HDPP). -PVC SMOOTH INTERIOR WITH CORRUGATED RIB EXTERIOR (SEE NOTE 4). MATERIALS ALLOWED FOR STORM PIPE SYSTEMS LABELED AS "RCP": -REINFORCED CONCRETE PIPE. -DUCTILE IRON (WATER SUPPLY9 CLASS 50 OR 52)9 CAST IRON LOCKING 93 12" CAST IRON LOCKING RING & Cl PAVED AREAS STORM CLEANOUT DETAIL ED CURB 13 INLET �0 < NORMAL POOL-372.30 LEVEL BOTTOM VAULT 369.30 ACCESS RISERS, USE ROUND, LOCKING COVER AND FRAME PER SNO. CO. STD. DWG. 9-170 ADJUSTMENT RINGS AC roFmc-r) lTVD -r 1-\ M r% I A m rn r- rn r- NOTE: VAULT TO BE DESIGNED BY A STRUCTURAL ENGINEER. ir IL I ML a DEIENTION VAULT SECTION NO SCALE DETENTION VAULT VOLUMES STORM DESIGN WATER QUALITY 7t2OO CF 10 YEAR 6t824 CF 100 YEAR 89799 CF CONNECTION #13A (A INV.=373.00 12"SD IN 4 10.69' CENTER OF GRATE THRU CURB INLET z 0 V) z w 0 :2 Di z ACCESS RISER (SEE PLAN SHEET 5 FOR LOCATION) 10.82 A� v 4' CONNECTION #9A INV*=372.30 - A -4 .4 A z AS -BUILT 46 ------- 2;----'. DETENTION VAULT DISCHARGE STORM DESIGN AS -BUILT 10 YEAR 0.16 CFS 100 YEAR 0.43 CFS 120' IN IDE DIMENSION En cp 4 f 4. 4 41 0 :2 % :D U) A_+I d 11 4 8 D.I. SLEEVE INVO=369.80 4.0' SUMP 4 Id 4. 0' STD. GALV. STL. STEPS & LADDER ADJUSTMENT RINGS AS NEEDED (TYP.) ...--LIFT GATE ROD z 0 OF 376.20 12" RISER PIPE PIPE SUPPORTS(S) 3'xO.90GA. BOLT z IMBED 2" IN WALL 0 MAX 3" SPACING MIN. ��ONE SUPPORT 12 372.30 WATERTIGHT 8 0 SHEAR GATE ASSY. RESTRICTOR PLATE a W/ ORIFICE 0= 1-7/8 \\.(SHARP EDGED SHOP DRILLED) RESTRICTOR SECTION NO SCALE NOTES,: 1 METAL PARTS CORROSION RESISTANT GALV. PARTS - ASPHALT TREATMENT 1. 2. IF METAL OUTLET PIPE CONNECTS TO CONCRETE PIPE, OUTLET PIPE TO HAVE SMOOTH O.D. EQUAL TO CONCRETE 11 PIPE I.D. LESS 1/4 9 3. RESTRICTOR AND SHEAR GATE TO BE CONSTRUCTED TO SNO. CO. STANDARDS. SEE DETAIL 9-180, 9-190 OF SNO. CO. E.D,D,S. 4. DEPICTION OF ELEVATIONS, HEIGHTS, AND WIDTHS RELATING TO THE VAULT ARE NECESSARY DESIGN FEATURES, AND SHALL BE INCORPORATED INTO THE VAULT. SEE STRUCTURAL PLANS FOR THE VAULT DESIGN. CALL 48 HOURS BEFORE YOU DIG 1�800�424wo5555 CITY APPROVED of EDMONDS FOR CONSTRUCTION ZZ 0 < w p cu cm in .4 lie SHT 10 OF 12 JOB NO: 98-4519 NO SCALE DETENTION WATER QU ALITY VAULT PLAN VIEW NOSCALE -A e A L r���v DATE NE 1/4, NE 1/4 ,SEC. 31 jWPs 27 N ,RGE. 4 E ,W.M. 4... 1 { { { CD \� TOEXISTING 12" WATER ti CONNECT �G MAIN WITH ti 1-12" X F 42" TEE (FLXFLXFL) 7 0P= 402 75 1 \ 1 ah cB TYPE 1 1 2-12" GATE 4VES (FLXMJ) 1 l \ � IZ-=J99 s B712'_ ` ` 1-8" GATE V LICE (FLXMJ) 1 l { � I CONCRETE BLOCKING 1 STA: 11 +80 32#wi 5.05 LT l 5 1 { ! _.(MJXFLXMJ)1 { { 1 { p �{ � 1 8 XS XS El � 14LFrw� I P CL..52 /24' WIDE DRIVEWAY z .. 1 1�-8" GATE LVE (FLXMJ) ,t y J r l { DO BLE CHECK D T CTOR �. p OVrQE' 4- lSrOR U PWR l I 1 1 5 / M.V. FIRE HYDR �T ASSY. � � � 1 ACCESS AND RAMP •, LY IN VA LT . � sE-�lEf� E SEi'ENT ASS MB 1 CONCRETE BL CKING FOR �Af�elPoPt/I { ' PER/0**8 ' "• /'� REC. ND. 1588197 1 STA: 20 44a0l a 24.0 LT 1� rIvl "` ••• . 1/CONNECT'TO EXIST. 8 SAN. SEVER 1 } I `° t INV. ONEX, 8" SS 1 1 .,385 1 I Z EX SS1 rH l BLDG COW 6' cvA�,v I , E 1 L/NA FENCE SOUTH END 4' HOGIYIREE FENCE 76 /STENCIL —:iIA -'i U+T0.7b; 14.UU- LI.PAINT CURBS. RED/= 1-8 XS XS TEE MJXFLXMJ "FIRE LANE — NO/PARKING 1--8" GATE VALVE (FLXMJ) ' (OR) PAINT CURBS "NO PARKING" (SHADED CPRI GARAGE 1 1-5-1 4" M.V.O. FIRE HYDRANT ASSY, OW N L CONCRETE BLOCKING TOP= 97J 00 E,k: C8 T}/PE1 /F-,�69 99 72'CG'NC 6Y So Typo) 8" SAN1r 4,�Y SEXIER L/.NE TOP= 372.66 ,. 97 12'C'ONC S 4PPROA7414 TE L OCA T/Oiv 1E-=969. 41 24 C1L1P � , � p /Fr O&/ AS-BU/L T DRA IF-_ ,� GB EX CB TYPE 2(49 f , r ,, Ell T)PE � IAl CS 6r ,1,EJRIAV t 1 ER TnG _ 7229 70P=J7J 17 IFr E.}%ST/NG L OCA T/ON� "4 , /1 ,E ,3�'... 48 12 c,,1,P E 4 95 12 'G'ONC. 11' IEw,v9.17 12 Ci1P E• 1E = ,f6..... '1 FFr'FL 011'= J71. 62 1E=J7094 9'21 S STA• 20+ 3 me 0 93`RT . LA. c"t "/-� 0 rOP= J7 1/ 1-8 —221 BEND MJXMJ 72 ;.�IA-c. 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W110. 01 �" NOTES & DETAILS DRAWN BY: GST CHECIMD BY.* APPROVED BY: IN" N . 11�01qq FILENAMEi J1\98-4519\AS=P!50(ESS&VATQ) . .. to WASHINGTON DATE: 1/99 DATE: DATE** I 1-%,t PIRES . 8/27/20 - , - - UPDATEDo JUL 30 1999 M43eW I f CITY OF EDMONDS _. _..... -1 - - I L� I U.N.-M ___._ ... . �mwmw� . .. .... ....�� . . 1. - - __ ... . - - __ .- - ...... ..-.-- -m . _.. ­ . I . .- . . 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APon rii �_�+ t w�a .t a�.� i ++' • •. a � u. I _ _ � _ _• i r + i. + +t • } -�� i � tr - r , + W� � _ y .a w • .5 ._ • w•.• , � _ . h ,F t # ��i � fii. { i�� f • , + � . h tw +w �, 4 1 � � . i 4 ; D N n I 00 ul Z 0 .3� a) Lfl C M Z ° ru + m oZ > G) < G) tnmm a) Z z En c Z m ru zZm m m jj ir M z cau) 9 Z f tn Cz r+ 4 4 Lf'ze -Do gla En 9 ineerin 9 (425) 2 909 Seventh Avenue — Suite 1. — Kirkland, d, WA. 98033 — Email: d i r aol. r FAX 2827-3482 CONCRETE STRUC DESIGN CALCULATIONS FOUNDATION, RETAINING WALLS , AND QdU WALLS BUILDINGS 1, 2, 3, 4 S 7 ARMADILLO SELF STORAGE EDMONDS , WASHINGTON DENNIS CHINK _- MAY 2000 D.E. JOB NO. 00030 MAY 0 8 2000 DEVELOPMENT SERVICES CTR, CITY OF EDMONDS 0 0 DOUGLAS ENGINEERING r 909 - 7 th Ave. - Suite 201 Kirkland WA 98033 425-827-8938 fax 827-3482 ARMIDILLO STORAGE Edmond, WA Building 1 Analysis 4/19/00 Sheet No 1110"I Of D.E. Job # 00030 Desgn@. Khoa Nguyen dougisengr@aol.com GLOBAL UNITS kip=1000 Ib SINGLE STORY CONCRETE SLAB - ROOF DEAD LOADS Purlin I space =5 ft Met _ roof "=1.5 Psf Ins'.'= 0.6 Psf Misc:=1.4 2,5 pif Purl in.61n.16Ga :— Purlin_space kip ib ksT �= 2 Plf=� ft lb psf= 2 ft //d//7 q 1- From 6rld 1 to 6rld 9 W1tIL 10'-0 Spac! Roof Purling Spacing Roof Metal Panel Insulation Miscelleneous Purlin.6in.16Ga= 0.5cpsf Rdl := hlet_roaf + Ins+ Misc + Purlin_6in_16Ga PARTITION DEAD LOAD Fart:=1.0 psf lns�..misc 0=1.6 Psf XYTO F�� h *; 1,2t 0 ft 2.0 pif G41..-c16: = Purlin.space P dl.:= Part+ Ins.rnisc+ G4.c16 ROOF LIVE LOAD R 11 :=25 psf c.space 8=5 ft span : fC=2500 psi k:=350 co r e�r I = 145 0 75 0 Ao,,p ' - a �z Partition Panel Dead Load Insulation and Miscellaneous &A'r �"'� �t 4•t Partition Panel Snow Load R dl = 4opsf P dl = 3 apsf F;t!�cRoof PurlIns and Columns o. c-. &a, Max. Horizontal Grid Span = ��[ 0 Ft 4%16ri /7, Ref. Concrete, Nilson & Winter, 11th Edition, Example 16.1 Page 586, Case 2 loading. SW or SM modulus of soil reaction = k (Ref. Attachmen - A) r4u Concrete Weight Approximate range of tensile strengths of conc. Table 2.2, Pg. 49 Z a DOUGLAS ENGINEERING ARMIDILLO STORAGE 909 - 7 th Ave. - Suite 201 Edmond, WA Kirkland WA 98033 Building 1 Analysis 425-827-8938 fax 827-3482 4/19/00 Sheet No 1, 2 of D.E. Job # 00030 Des n: Khoa' Nguyen douglsengr@aol.com e 4 t < 025 for 2 span 1't yrf 11� 3 P max '— (R dl + R 11) -c.space •(1.25) •(span) + P dl _(P.hi) -c_space Assume contact area :=4 in•(2.25 }n) (web depth x flange width) ff oe area := E c := 33-conc�Wt 1.511 f 7.5 (radius equiv) conc wt = 15 f cr if � 5 t � IS f 1.40(RdI+ P dl) +17 II)] Eq.Load Factor:=� fir fr := Eq.Load Factor KdI +Pdl +Kll {for sevice loads} f C = 2500 ZZoO P max = *93*lb contact.area = 9 cin 2 a = 1.693 cin E � = 2,881*10 6 Psi f cr 375 pc7) 4 1 = 1,63 f r = 229.446 0 Checking 4" slab Thickness Per Nilson & Winter Eq. 16.7 (place expansion joint 611 minimum from center line of bearing wall) For span = 1 max bay and Slab.Thick:=4.0 a = 1.693 qn A 1.693 P max •2i.�o � fi := 03-16- �— _ fl = 0.273oft2 psiS{ab_Thick2 �� �Z ` f2:=1o9(Slab_ThIc13) 4 f3:=4 log( 1.6-A2 +Slab 45 lk f b := Ov316 1 P maxell'* 2 sy — (loq (Slab Thick3�—'f3} loq(k) + 6.48 2O 7 f b = '&AF'Opsi slab :=Slab Thick I s less than f r = 229 psi t0.5 slab=4.5 f2 = 1,806 f3 = 1*057 Eq.Load.Factor Slab:=4.5 in For Slab Thick = 4 in is OK, to compensate for irregularities, Use Slab=4.50in thick minimum slab at sPan = 4�Q�{t baysorless,, Place #3 reinforcing steel under slab and wall to help distribute loads and add capacity DOUGLAS ENGINEERING � 909 - 7 th Ave. - Suite 201 1 Kirkland WA 98033 425-827-8938 fax 827-3482 ARMIDILLO STORAGE Edmond, WA Building 1 Analysis 4/19/00 Sheet Nol,3 of ' D.E. Job # 0003D Desgn.* Khoa Nguyen 'douglsengr@aol.com 0 r f EXPANSION AND CONTRACTION REINFORCEMENT Slab = 4.5*in :=15 f S :=30000 psi A S := 0-.029 inz slab W 0 : =12 1•nit .A S Length'.'= 11 Coefficient of Friction Between Gravel wlvapor Barrier Pg. 581 (161,1) Allowable Stress pg. 583 (16.4) for 12x12-w2.9xw2.9 or 6x6-w1.4xw1.4 Pg. 553 (16A) Use control or construction loins PERIMETER FOOTING Oh* tvE.r 0 y rM 4- . 5V�-o nD �00�60kl i4tk .. b e ff :=�,in + 4-(Wall Thc b e ff = 4*042*ft � 0 0 L7 rorL CvtJT 10 9 0uS W4Lm&LSj NOT';= tA M��v+� E:,jo��✓9��5 on, Mtf,�� wA «5 6'- t (Continuous Metal Walls 21 4Mio.c. ran i R dl = 4 ops�. Roof Dead Load R11=25cpsf Roof Live Load I span = Aoft Maximum Horizontal Grid Span P�.hi :=12-e!'ft 1 511�] Partition Panel AZZa e F+i%JFr- 1i span 5.0 dl 2 f t V/ R I �•�SPan�•��.5 ft 2 �L7:= L Ik + L4 P his.6pir, t AAft w o = 549375* 1 b Length = 21.333 ft ax where Slab=45ain Z'41,0' 2 35�1 ENnW&4 . .3 o 49.2Ar 47.2— r a DOUGLAS ENGINEERING • 909 - 7 th Ave. - Suite 201 Kirkland WA 98033 425-827-8938 fax 827-3482 ARMIDILLO STORAGE Edmond, WA Building 1 Analysis 4/20/00 4 w C)7 + W L7 B in feq� � 2500 0 (at'lf or, IF 011 tio FT'=1 115 B req� _ $:955mn is t 4"Metal Wall 72 "Monolithic FtaAdcquatc 0 Continuous Meta/ Stud End Walls (A long Grid - 1) c - L-c). 1 ALONG GRIDS A.-& J (161, Mullion] S IDE ✓vAu-S wp�:=�Rdl R dl = 4cpsf Roof Dead Load Zvi ftg_w d Sheet No I jP A of9 D.E. Job # 00030 Desgn: Khoa Nguyen douglsengr@aol.com R � � = 25Tsf Roof live Load span =� �Z=1lF"r Maximum Horizontal Grid Sean P_hl 12.0 ft Partition Pane! Average High cc"&9VVcj4jvca-- ALivalf, tdf��` IIJ 2.5 ft sap i .7 `'� r. �n nqo DODO b �-(span)+Wall_Wt•P_hi-1.33{tJ475Ffo+8 � 2y10.1�cr� W Ll (sp a n),-2.5 L ft] P D1 '-R di.(245 ft span 16 in \P :=R span Ll ll 02.5 ft - 16 in w D, + W Ll B re9l Wall.Thck-250C) psf 1. %SL. Breg1-4w-'24`ft 4*.;, is < b e ff (0'1N* P Di - 75opIf P Ll = a 5 72 "Monolithic Ft deouate 0 161M LA long 6rld - A&J1 A s_req "0.0014.12 in•18 in 1i30 w p1 _ �a--88•ib c 87 W L1 ' ge5`6Ib I Af is of ill. 180M 7 F1 .01 1hons � �C �•3 ? A S_req = 0.302cin 2 Use (2#4 continuous a A' ,. . DOUGLAS ENGINEERING ♦ 909 - 7 th Ave. - Suite 201 Kirkland WA 98033 425-827-8938 fax 827-3482 14 ARMIDILLO STORAGE Edmond, WA Building 1 Analysis 4/20/00 Sheet No of D. Job# 00030 Desgn: Khoa Nguyen dougisengr@aol.com EXTERIOR FOOTING - Office Bid R-dio:=10 Psf R ]I :-- 25 op sf Span ;=12 ft 131 dg.Wd : =40 ft f3ldg.Wd P_DL10:=R,jjc,-(Span)- 2 Bldq.Wd P�LL10:= R -(Span) - P_DL1 0 + P LL1 0 B reg10 '— (4 in)2500 psf B eff10'-"� 18 in+7.5 in+18 in Grid 10 Roof Dead Load Roof Live Load Maximum Horizontal Grid Sean Building Width 17 P DL10 = 24000lb P_LL10 = 600001b B re910 - 10*08*ft 5,effi 0 ` 3.125�ft is < B reg10 � 1 Use Sauare Footing at Girder Truss, See Souare FootlnoAnalvsis E P DOUGLAS ENGINEERING 909 - 7th AVE - Suite 201 Kirkland, WA 98033 425-827=8938 fax 8273482 Email: douglsengr@aol.com Title: ARMADILLO SELF STORAGE Job # 00030 Dsgnr: Khoa K. Nguyen Date: 8:52AM, 20 APR 00 Description: S.R. 99 Edmonds, WA Scope Footing and Slab Analysis Barr: 510300 Pa o 1User; K - 601 666, Ver 5.1. , -Jun-1 999, Win3Q Square Footing gn -9 E L 03o.r•lda 1 Description SQ Footing - BLDG 1 - Office, Grid 10 General Info ation Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL & ST Act Separately Load Duration Factor Column Dimension Reinforcing Rebar Requirement Actual Rebar "d" depth used 200/Fy As Req'd by Analysis Min. Reinf °b to Req'd Summary 2.400 k 6.000 0.000 3 0.000 psf 145.00 pcf 1.330 - - 1.50 in 8.500 in 0.0050 0.0006 in2 0.0014 °% 2.50ft square x 12.Oin thick with 3- #4 bars Ma. Static soil Pressure Allow Static Soil Pressure Max. Short Term Soil Pressure Allow Short Term Soil Pressure Mu : Actual Mn * Phi . Ca a fty 14, 1,489.00 psf 21500.00 psf 29.00 psf 31325. oo psf 1.67 k-ft 5.95 k-ft Calculations are designed to ACI 31845 and 1997 UBC Requirements Footing Dimension Thickness # of Bars Bar Size Rebar Cover fc Fy Allowable Soil Bearing As to USE per foot of Width Total As Req'd Min Allow 96 Reinf u : Actual One -Way n*Phi . Allover One -Way u : Actual Two -Way n*Phi : Allover Two -Way Altemate Rebar Selections.., 2 # 4rs 2 # 5!s 1 ## Ts 1 # 8's 2.50 12.00 in 3.250 2, o. o psi 40,000.0 psi 2500.00 psf 0.143 in2 0.357 in2 0.0014 Footing OK 11.15 psi 76.D3 psi 38.77 psi 152.05 psi 1 # 8' 1 # 's 1 # 1 o's DOUGLAS ENGINEERING '07 909 - 7 th Ave. - Suite 201 Kirkland WA 98033 425-827-8938 fax 827-3482 4 WIDILLO STORA( Edmond, WA Building 2 Analysis 4/20/00 4gLD4 Z Sheet No 1.2 of �' D.E. Job# 00036 Desgn: Khoa Nguyen douglsengr@aol.com GLOBAL UNITS kip kip lb lb lb lb Pa1000 lb ksi=— ksf :=— plf=— Psf=— PSI=— pcf=— In ft2 ft ft2 in ft 3 SINGLE STORY CONCRETE SLAB - euIidz ROOF DEAD LOADS Pu rl inace *=5 ft Met—roof:=1.5 psf Ins := 0.6 psf Misc :=1.4 psf W 2.1 5 PIf Purlin:— Purlin—space 44 2- Frof Grid 1 to ;r-ld 12 WIth 10-0 Spacl, 41P Roof Purling Spacing Roof Metal Panel insulation Miscelleneous Purlin.-6!n 16Ga= 0.5opsf R dl :=Met roofi+ Ins + Misc t Purlin-6in 16Ga PARTITION DEAD LOAD Part ;=1.0 psf 1ns.m1sc:=1-6 psf P��hi :- 12.0 ft G4.c16: = 2.0 Of Purlin.space P d I Pa rt + I n s�.m 1 sc + G4.,,-c;16 ROOF LIVE.. LOAD R 11 ;=25 psf c.sp ace .'= 5 ft span :=12.0 ft f� :=250o psi k:=350 coot : =145 � := 75 a ar 4Z 42.V 47.2 - 90.E Partition Panel Dead Load Insulation and Miscellaneous Partition Panel Average High 0 Snow Load For Roof Purlins and Columns Max. Horizontal Grid Sean R dI = 4apsf p dl :3 apsf Ref. Concrete, Nilson & Winter, 11th Edition, Example 16.E Page 586, Case 2 loading, SW or SM modulus of soil reaction = k (Ref. Attachment - A) Concrete Weight Approximate range of tensile strengths of conc. Table 2.2, pg. 49 1 I - 0.3 0 s DOUGLAS ENGINEERING 909 - 7 th Ave. - Suite 201 Kirkland WA 98033 425-827-8938 fax 827-3482 ARMIDILLO STORAGE Edmond, WA Building 2 Analysis 4/20/00 '. Sheet Not, -'V of - -- D.E. Job # 00030 Desgn: Khoa Nguyen douglsengr@aol.com P max := ( R dl t F\' 0.25 for 2 span II�'c_space•(1.25)•(span)+p dl-(Fhi).0 *-.&.space Assume contact_area :=4 in•(2.25 in) (web depth x flange width) contact area i 1 � � as i 33-conc.� ; = .5 -f cr f IFC (radius e9uiv) con c wt = 145 _Factor:=L7.4• Rdl+Pdl ) +197v (R11 Eq.Load)] Rdl+Pdl+p\ll f Cr fr := Eq.Load Factor (for sevice loads) FA P max - 2355*1 b contact a r a= 9 cin a = 1,693 an f � = 2500 E � = 2*881olO6 Psi f cr = 375 } Eq.Load Factor = 1.63 f r = 229.446 W Checking 4!'slab Thickness Per Nilson & Winter Eq. 16.7 (Place expansion joint 611 minimum from center lire of bearing wall) For span = 12*ft max bay and P max fl 0*316- Slab-Thick 2 {2 := log (Sl ab.Thick3 ) f3 :=4 log (, 1.6 •A2t Slab.Thice - Slab-Thick:=4.0 0.675-sl T i ) a = 1,693 coin f b 0 .3 16 12 P max (log (Slab Thick) - f,3 - lo (k) in Slab Thick f b = 218 opsi is less than slab :=Slab Thick+ 0.5 f r = 229 Psi slab = 4.5 t 6.48) A :=1.693 fl = 0-3239ft 2 psi {2 = 1.806 f3 = 1.057 Slab:=45 in For Slab.Thick = 4 in is OK, to compensate for irregularities, Use Slab = 4.5cin thick minimum slab at span = 129ft bays or less. Place #3 reinforcing steel under slab and wall to help distribute loads and add capacity 4 . "" d. XRC7CX 64 DOUGLAS ENGINEERING �T 909 - 7 th Ave. - Suite 201 Kirkland WA 98033 425-827-8938 fax 827-3482 ARMIDILLO STORAGE Edmond, WA Building 2 Analysis 4/20/00 Sheet Noof D.E. Job # 00030 Desgn: Khoa Nguyen dougisengr@aol.com EXPANSION AND CONTRACTION REINFORCEMENT slab Slab = 4.5an ji :=1.5 Coefficient of friction Between Gravel w/vapor Barrier Pg. 551 (16.1) fs 30000 psi Allowable Stress p g. 583 (16.4) A 5 := C).029in 2 for 12xl2-w2.9xw2.9 or 6x6-wl.4xwl.4 w 1-cons wt-1 0 12 Length:= 29f BOAS w a•µ PERIMETER FOOTING Wall Thckin b eff :=18 in+4-(Wail_Thck) pg. 583 (16-4) Use control or construction loins 4 At Grid -12 (Continuous CMU Side Walls R di = 4cpsf R 11 = 25*psf span = 12*ft P�.hi := 129ft Wall--P-H1:=P.hi Wall.Wt = 75opsf span 4 w D '— R di + Wall2 _Wt•Wall_Hi span 2 00 0, ad,2 o -7.0 — - Wal I Wt Psf b eff = 4,042*ft Roof Dead Load Roof Live Load wo = 54937501 b gt o333 ft 21' -0 o.c. max where Slab = 4.5 an Maximum Horizontal Grid Span Partition Panel Average High CMU Wall Average High CMU Wall Weight W D = 960 <Plf W L = 150 oplf r DOUGLAS ENGINEERING � 909'- 7 th Ave. - Suite 201 Kirkland WA 98033 425-827-8938 fax 827-3482 ARMIDILLO STORAGE Edmond, WA Building 2 Analysis 4/20/00 Sheet No I -wit? of D. L. Job# 00030 Desgn: Khoa Nguyen douglsengr@aol.com PD-0=Rdl•I52an� P D = 24opIf 75-(8 t -1 span P L •— 2 P L = 150opIf IW�tWL! B 0 *12 In fe9 2500 plf g re9 5-328 *in is < Wal I.Thck = 7.625 oin 2 " Mono LC - Side wa I/S Adcauate 0 Conti. ALONG GRID -1 (Continuous Metal Walls R di = 4cpsf R 11 = 25opsf span = 12eft F�,hi:=12-0 ft span1 R dI • -2.5 ft 2 lowl, W D7 91NEft ­� + (4 psf)-P hi b eff span R��• — 02.5ft 2 W L7:= b off P D7: = P\ d I a (25 ft) P L7: = P\ II02.5 ft W D7+ W L7 B re97'- 2500 plf 'in B re97 - 0.062 qn is < rs CMU, ftg.wd Roof Dead Load Roof Live Load Maximum Horizontal Grid Span Partition Panel Average High W L7 = 92,754 op If P D7 = 10 *Plf P L7 = 62a5 opIf 4"Metal Wall 12"Monolit Ic Ft Adequate 0 Continuous Metal Stud End Walls M Ion a Grid - Tl 1 W p7 = 62-85 T If P DL+LL ftg.w d I- a .3 a w 49,2ar . 07.2 - . 4Z DOUGLAS ENGINEERING ARMIDILLO STORAGE 014 909 - 7 th Ave. - Suite 201 Edmond, WA � Kirkland WA 98033 Building 2 Analysis 425-827-8938 fax 827-3482 4/20/00 Sheet No u •�I of D.E. Job # 0003U Desgn: Khoa Nguyen dou Isen r@aol.com ALONG RIDS A & 16"-- M U I I io R dl = 4cpsf R 11 - 25 apsf span = 12*ft I sow P h 1 6 MEM. 12o Oft Roof Dead Load Roof Live Load Maximum Horizontal Grid Sean Partition Panel Average High w 01 '- R dI 2.5 ft -(span) t Wall Nt-F hi-1933 ft W Ll :=rRI I (span)2.5 ftl L J P D7 R di .(2-5 ft span � 16 in PU'=R112.5 ft span 16 in w Di + W Ll B re91 '- Wall.Thck-2500 plf B fe9l = 1.331 72 "Monolithic Ft (Along Grid - 1J P pi = 90 oplf P Ll = 562.5 ^plf is < b off = 4.042*ft AdeQuatiq9a 16"Mulllons P's.req " 4= 0,0014-12 in•18 in A 5_rE9 = 0.302ain 2 A V W p1= 1364.88•Ib W Ll _ 75C*lb I is 91 118 go 1 18511 j 54" Use 0 #4 co_ntlnuous tw ,�� �..+-,.��.tt.������'^�++r'r+�'.�r.�.`r ��,t��� . .f +.�.�X• r,.tiF.r.s.r..+4rwr�rw..,-r..UTERAL FORCE Section 16,32.2 C a = 0.36 Seismic o f i iUBC Tabl-e 16- P 120 Importance factor C Table 16-K 'e b,VL:=1.0 Amplificat'n factor, U13C Table 16-0 Seismic. Coefficient at - h FP roof'I � - aPCP /rp 1 i 12. ohse modification, U 13C Table 16-0 h xr := 1290 ft 3 - - Oao .9 1 -ENO ,. Fp roof' 0.48 JOB 00 �30 DOUGLAS ENGINEERING 909 Seventh Avenue - Suite 201 SHEET NO. Z, � of KIRKLAND, WA98033 CALCULATED BY R-S I� DATE (425) 827 = 8938 FAX (425) 827 w 3482 CHECKED BY DATE SCALE l'hj 7E(L t L ow &,eL !2> LA S1 C'ov pest�•.� La��LedG�- SLA3 0 .Ra0 tr .1��fio LoKos. wi,H Dkw-awov& oN z'-�x►o' oG2�flS (T%td S 6 r� T � A� 3+ NrV L. i+ I. t ei-i � r L d (v�, 0 Pf-0orL 0&k.0LoAD-S i �tic to( t7�cWt. Ll Q K rs, 0 I� . (Loo io-- L. i v v PA &7 , � � � I &A o Logo Z ta Y C) n�o�wA��. dew, � Dom.. WA- 101 4 A 1; E PA rLTI TI M'-1 I v q� 1,0 o I Z I ocr'$/c7 CP Z. -6 vi \A/ S � � x Tam � on ��/V i4 L.-AL t',—, v F5�' L-A G+�'T S�Oti�c, L, Lom-0 L� 4N7Sro{LnSVr) 501 " f L.642InJ4 � ZSOO psi 'PCrL lEwilti;LfdrLwa&� llta"Axr . 7 I.zSs.Orr) \IOvr)+SSrti, (t.tsocr) 'LSa�(�f 11Z0�g�r 2SSLt5 = 2Z2S'��Fr am.. = P = I56o�B '� 3`lio�Q = S 4 704* 2R)+(izYY) (lopl ' t. i ti - _� . K a: t K • a AY ti�+� � 1—• . � air � _ a J t r TO A ordor Cal;NEBS CUSMKoprinting service TOLL FREE 1.8 0-688,- 7 NEBS, its ., Peter��ofoug %, NH 03458. 11 ii f %3115702388 I { "I01 DOUGLAS ENGINEERING 909 Seventh Avenue - Suite 201 KIRKLAND, WA 98033 (425) 827=8938 o FAX (425) 827"3482 � p C. axe p co t JOB 0 SHEET NO. L + � _ , OF CALCULATED BY DACE CHEGKED BY DATE SCALE 4.07 wo t " 2. Z�;7 T- ro" 'Z� o�Fs�7 �- �c �` n 5 W+��t F PO et- Il— / 111 0 e Itz-, t--'-'> F-T 4 / I �.g1 � s� �-�'w1Dk; A& 'a L "I oto M I r.-j I rt 0.*ov- wV 0 X .1 2-�' rieeP F r t, rtJ��C-oMiNu�vS Fytin e CHC.Cvt COr�2�pOn- Pdl.e1.S `�Hl_�t.t: GOB-U.n�J SPRGtI�IG� ��.� 3,45✓ q�$�v �i,ll'�. 6,3iv tS,oL Is,lr��� lo,s� 3,as Pi. t�� P.L � •P3 =Pit Z Pi Pi pt. Pi 1 2'—.tom 700, 1 WMI 1. 9-- G I/ z L. 6 (� 720� 1 � e9 rr r r.�p` � = s7osz' 2D" �470 Ls 1�4 ,77.I �7 9 Sys I P c illi`j�3 4rz=�/_ '?Ct womb 33 Z% 30 �7' ,5 � 1 "1111? 0 ► Fi, D c v0 om + ft� X y "" 4 7 .�!I's I -Li pt t00000e GOP .--� y 6A� &L(Mg" Alib, * JJ T J + To Reorder GII NEBS CUST49-M"printingservice T% LL FREE: NEB.' . 4111 NH U45 F +'`. �►a:.31 702388 I �.3 + DOUGLAS ENGINEERING 9019 Seventh Avenue, Suite 201 Kirkland, WA 98033 (425) 8274931B - Fax (425) 827�482 e-mail dougisengr@aol.com rrtle: ARMIDILLO SELF STORAGE Job # 00030 Dsgnr: RSD Date: 11:14AM, 30 APR 00 oe-scnpdon : EDMONDS, WASHINGTON Scope, FOR DENNIS CHINN u� .aici� eolees,Vat s.1.s,�Jurw-leaa,%W0z MultieSpan Concrete Beam (c) 1983-99 aEar,,tic Description Basement Footing at Corridor General Info ation Fy fc Concrete Membe Description Span Beam Width Beam Depth End Fimty 40,OW.0 psi 2,500.0 '1 r Info ation ft in in Reinforcing Center Area Bar Depth Left Ama Bar Depth Right Area Bar Depth Loads Using Live Dead Load Live load Load This Span 71 Results Mmax @ cntr @X= Mn " Phi Max @ Left End Mn *Phi Max @ Right End Mn "Phi Shear @ Left Shear @ Right k-ft ft k-ft k-ft k.-ft k-ft k-ft- klk Reactions & Deflections DL @ Left LL @ Len Total @ Left DL @ Right LL @ Right Total @ Right Max. Deflection @X= Inertia : Effective Shear Stirrups Stirrup Rebar Area Spacing @ Left Spacing @ ZL Spacing @ .4"L Spacing @ VL Spacing @ .8•L Spacing @ Right k k k k k in ft in4 Spars 1 2.50 20.00 12.00 Pin -Pin 0.40in2 8.00in 0.40t2 3.00in 0.40in2 8.00in Yes 1.030 2.300 Beam OK 2.65 .00 9.33 0.00 10.53 -3.42 4.53 Bending OK c; ec 00030 r .ec :Calcu1a ion Calculations are designed to ACI 31845 and 1997 UBC Requirements Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 Stirrup Fy Spars 2 2.50 20.00 1-2.00 Pin -Pitt 0.40in-2 8.00in 0.40in2 3.00in 0.40in2 3.00in Yes 1.030 2.300 Beam OK 0.95 1.28 9.33 -3.42 10.53 3.05 10.53 40,000.0 psi ACI Live Load Factor 1.70 Span 3 Span 4 Span 5 Spars 6 Span 7 Span 3 2.50 2.50 5.00 2.50 2.50 2.50 20.00 20.00 20.00 20.00 20.00 20.00 12.00 12.00 12.00 12.00 12.00 12.00 Pin -Piro Pin -Pin Pine -Pin Pin -Pin Pin -Pin Pin -Pin 0.40in2 0.40in2 0.40in2 0.40in2 0.40in2 0.40in2 8.00i 8.00i 8.00in 8.00in 8.00in & OOi 0.40in2 0.40'1'n2 0.40in2 0.40in2 0.40in2 0.40in2 3.00in 3.00in 3.00in 3.Win 3.00in 3.00in 0.40in2 0.40in2 0.40in2 0.40in2 0.40in2 0.40in2 3.00in 3.00in 3.00in 3.00in 3.00in 3.00in ° J wwwwwi L i ' .wwiwwwwww..rnmn.m+ Yes Yes Yes Yes Yes 1.030 1.030 1.030 '1.030 1.030 2.300 2.300 2.300 2.300 2.300 Beam OK Beam 0K Beam OK Beam OK Bears OK 2.16 0.00 7.44 0.16 1.91 1.40 0.00 2.50 1.88 1.02 9.33 9.33 9.33 9.33 9.33 -3.05 -1.1'1 .25 - .32 -.0.86 10.53 10.53 10.53 10.53 10.53 -1. "11 .9.25 - .32 -0.86 -3.97 10.53 10.53 10.53 10.53 '10.53 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK PZ 1.02 2.29 3.31,PL 2.87 6.40 9.27 � P -0.000 1.12 2,880.00 6.84 7.47 3.43 13.37 10.07 5.45 6.54 5.91 9.95 73.39 3.31 7.93 9.27 2.7o 6.02 OFZ' 0-000 1.28 Z880-00 2.70 6.02 QZ 4.01 5:8 IN -0.600 1.35 2t880.00 4.49 4.52 10-02 70.08 4-BO� 10.08 3.76 �19-�3 Ff -o.00z 03.2 2.50 0.78 21880.00 21880.00 Yes 1.030 2.300 Beam OK 2.43 1.55 933 3.97 10.53 0.00 10.53 Bending OK 8.28 5.10 1.69 3.76 3.12 6.97 70.08 9-L, -0.000 1.08 2,880.00 in2 o.aoo 0.400 0.400 0.400 0 0.400 0.400 0.400 in Not Req'd Not Req'd Not Req'd Not Req'd 4.50 Not Req'd Not Req'd Not Req'd in Not Req'd Not Req'd Not Req'd Not Req'd 4. Not Req'd Not Req'd Not Req'd in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd in Not Req'd Not Req'd Not Req'd Not Req'd Not R 'd Not Req'd Not Req'd Not Req'd in Not Req'd Not Req'd Not Req'd Not Req'd; 4. Not Req'd Not Req'd Not Req'd in Not Req'd Not Req'd Not Req'd Not Req'd 4.50 Not Req'd Not Req'd Not Req'd A PZU &r F'-DA 0 u 44a,rt04 I DOUGLAS ENGINEERING 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 (425) 8274938 - FAX (425) 827=3482 e-mail dougisengr@aol.com Rx 570702 Uwr. KW�0807888. Vm 5.1.3. 72Jun1998. NMN2 (<)1B83BB QlERCALC 2-m Tftle: ARMIDILLO SELF STORAGE Job # 00030 Dsgnr: RSD Date: 12:16PM, 30 APR 00 Description: EDMONDS, WASHINGTON Scope : FOR DENNIS CHINN MudfimSpan Concrete Beam Descdption Basement Footing at Corridor - Adjusted ;ec�� :�ls ire General Infoffnation Calculations are designed to ICI 31846 and 1997 UBC Requirenrwnts Fy 40,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 21500.0 psi Stirrup Fy 40,000.0 psi AC! Live Load Factor 9.70 Concrete Member Infoation Description Span 9 Span 2 Span 3 Span 4 Span 5 Span B Span 7 Span 3 Span ft 2.50 2.50 2.50 2.50 5-OD 2.50 2.50 2.50 Beam Width in 22.00 22.00 22.00 22.00 28.00 22.00 22.00 22-00 Beam Depth in 12.00 12.00 12.00 12wOO 12.00 12.00 12.00 12-00 End Fbdty Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin Pin -Pin Reinforcing Center Area 0.40in2 0.40in2 0.40in2 0.40in2 0.40in2 0.40in2 0.40in2 0.40in2 Bar Depth 8.00in 8.00in 8.00in 8.00in 8.00in 8.00in 8.00in 8.00in Left Area 0.40in2 0.40in2 0.40in2 0.40in2 0.40in2 0.40in2 0.40in2 0.40in2 Bar Depth 3.00in 3.00in 3.00in 3.04in 3,00in 3.00in 3.00in 3.00in Right Area 0.40in2 0.40in2 0.40in2 0.40in2 0.40in2 0.40in2 0.40in2 0.40in2 Bar Depth 8,00in 3.00in 3.001n 3.00in 3.00in 3.00in 3.00in 3.00in Loads Using Live Load This Span ?? Yes Yes Yes Yes Yes Yes Yes Yes Dead Load k/ft 1.160 0.160 1.160 1.160 1.160 1.160 1.160 1.160 Live Load k/ft 2.590 2.590 2.590 2.590 2.590 2.590 2.590 ' 2.590 Results Beam OK Beam OK Beam OK Beam OK Beam OK Beam OK Beam OK Beam OK w T Mmax @ Cntr k-fti 3.15 , . 0.44 2.53 0.00 8.81 0.20 2.10 2.75 @ x = ft 1.02 1.30 1.35 0.00 2.50 1.85 1 .03 1.55 Mn " Phi k-ft 9.35./ 9.35 9.35 9.35 9.41 9.35 935 9.35 Max @ Left End k-ft 0.00 -3.43 -2.93 -1.48 -9.97 -1 D.08 -1.08 -4.44 Mn'' Phi k-ft 10.55 10.55 � 10.55 10.55 10.61 10. 10.55 10.55 Max @ Right End k-ft -3.43 -2.93 -1.48 -9.97 ff 10.08 ftl.08 4.44 0.00 Mn * Phi k-ft 4.55 ' 10.55 1 Ow55 10.55 t, 10.fi1. 10.55 10.55 10.55 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Shear @ Left k 6,16 5.98 8.11 4.14 15.04 11.14 6.19 9.31 Shear @ Right is 8.91 5.59 6.95 10.93 15.09 3.93 8.88 5.76 Reactions & Deflections DL @ Left k 1.28 1.87 1.59 229 4.96 5.05 1.94 3.50 LL @ Left k 2.57 7.22 6.75 4.64 11.19 11.27 4.35 7.82 Total @ Left k 3.85 .QZ 9.09 ?1 ; '' 8.34 ; r L 6.93 p1 16.15P1 16.32 P.3 (6.30'�91 11.32 PL DL @ Right k 1.87 1.59 "-239 4.96 5.05 1.94 LL @ Right k 7.22 &75 4.64 11.19 11.27 4. 7.82 2.47 Total � Right k s.os Pi 1-34 z =.93�I�s�P3 �s.sz?3 1 11.3s Pz s.seMax. Deflection in -0.000 -00.wo -0.002 -0.000 4.0w @ x = ft 1.13 o.57 1.30 1.70 2.50 0.77 1.08 1.43 Inertia: Effective in4 31168.00 31168.00 30168.00 3,168.00 4,032.00 31168.00 3,168.00 3168.00 Shear Stirrups U., Stirrup Reber Area in2 0.400 0.400 0.400 0.400 0.400 0.400 0.400 0.400 Spacing @ Left in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .2'L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .4'L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .6'L in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ .8'L in Not Req'd Not Req'd Not Req'd Not Req'd,' Not Req'd Not Req'd Not Req'd Not Req'd Spacing @ Right in Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd Not Req'd i 4 DOUGLA'S ENGINEERING 909 Seventh Avenue - Suite 201 JOB 40 SHEET NO. 1.05 OF KIRKLAND, WA 98033 (425) 827ow8938 9 FAX (42'5) 827m3482 CALCULATED BY HEAD B DATE DATA SCALE eLl rA &.'GT -#OL A BA S e eP zcI47 V an 04 WAD t; P, . • • t i ' 1 + r + J r ' • J { r MEW —' l� olrL r + # �. T + 4WrT 10 pr ) (8113 C7 ,r + 7 FIT lop • PLw'L' MEW r 7 � a � .+ . �. i Y '� 1 - , w,� y'• M1 1. # v,41. H i . • tir. � r • I. A Oct ZS`$/art OrT 24S flip"`��admommm oil i'mi 5.71�1J7)�14 I.'tC) 2.&4-0+4qpwmww� ft=mak� L:z' 6E 75,Z.9Zr-7 DO �ET I 1, /ftY ) 1L 7v SS U rim oN4 4>o v 711 Ams rCA S In I L'' i&t �/v� % el li4l-f qL�L� - . .1 - . 1 k 4 Rum- 1 cr 4.33F, NZ.12�.r..;A11lip, r f k r + - • r + i. y r i. - � - - .r. � + + y r it r a r � r J• + F t f f To Reordor ark NEBS UM printing service TOLL FREE 1-800-888-6327 N'B., Inc., PtrtPocogh. NH 458. Rel. o: 315702388 I a M r� DOUGLAS ENGINEERING 909 Seventh Avenue - Suite 201 KIRKLAND, WA 98033 (425) 827m8938 9 FAX (425).827im3482 E-mail: dougisengr@aol.com Y JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE r f 1 r r' — r MVV0q1' AV F 1 F r f • ' i t - . 4p 70" � 1 1 tf a tR r i ' 144 toN { 1.10 �� � •rrt tin+, ttititi w, y�� � + 107 6 10, F i -�. X . a. Fr 4 � @ CO�.,e �n N S Z'— .� tic ... rr 1'10'p roax- I 'ni�,.. 69.5.`~ isTr„�6uTt„vJ 1 r 1 F02 Z�-� WOE Lo k o DLSTR,BµT' pr' � 601K Ap ':,too Ly Fr d -I y IL 0 9 4004r I ST&6� 6jLY &&A-T� _0 0, C), jp4 IN 4A. iD A.S' C M 1 14 g M 1;ot 00 IL { R r wF r' , I , 1 ' � a , jr r P + , ' r r f 1 1 rI i 4 r � � .ts� C�1 WA,N otfo& hoc + r + r � � r - r i ) Eli + I • � I ' r + ti To Reordot Call NEBS CUSTGM fwi printing serviceTOLL FREE 1-800-M-6327 NESS. Inc, Peleftrough. NH 03458, + .Igo: G 315702388 JOB ' DOUGLAS ENGINEERING 909 Seventh Avenue - Suite 201 SHEET NO. � -� of KIRKLAND, WA 98033 CALCULATED BY DATE (425) 827 w 8938 FAX (425) 827 = 3482 CHECKED BY DATE SCALE CT Z�,.�Z £Lz. („�fLiDc GIB— LIZ 1, s.33tite2 3�Ti �rrloprKz % 1tSS l�,Z.��'�r�r�,i .bF1)I 631q��f 4 Gomm `1�.L7x�)") I �'S`/�°It ((,tC AUri,�.,.337 II.BZ/ (IO10 100 c1"/ /t �G2 ?Inowj 1 orT (�SE 3— � .S� %:�Z FTG `% \(,) �q" �'V✓ r r m y , IP To Reordor Catl N EB 5 CU ST4jM "prin inq service TOLL FREE I -800-88R-6327 NUBS, Irwc:,, Pelett rough, NH 034 58. z4o • DOUGLAS ENGINEERING 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 Title: ARMIDILLO SELF STORAGE Dsgnr: RSD Date: 337P Description: EDMONDS, WASHINGTON (425) 827=8938 --FAX (425) 8274482 Scope : FOR DENNIS CHINN e-mail dougisengr@aol.com Rar 570MI Uwc 1(V6L00119BB.Vx SA.3, 72-,M-1BDB. WIn72 Square Footing Design (c)108388 ENERC&C Description Typical, Spread Footing at Building 3, Lines 2 & 12 General Info ation Dead Load Live Load Short Term Load Seismic Zone Overburden Weight Concrete Weight LL 8 ST Loads Combine Load Duration Factor Column Dimension Reinforcing. Rebar Requirement Actual Rebar "d" depth used 200/Fy . As Req'd by Analysis 6.850 k 76.700 k 0.000 k 3 O.ODO psf 145.00 pet 1.000 0.00 in 7.750. in 0.0050 0.0023 in2 0.0031 96 3.17ft square x 12.Oin thick with 5m- #4 bars Max. Static Soil Pressure 2,428.83 psf Allow Static Soil Pressure 21500. 00 psf Max. Short Term Soil Pressure Allow Short Tenn Soil Pressure Mu Actual MnPhi: Capacity 2A28.83 psf 2,500-00 psi 4.87 k-ft 7.10 k-ft Job it 00030 M, 30 APR 00 ul ti0n Calculations are designed to ACI 31846 and 1897 UBC Requirements' Footing Dimension 3.170 ft Thickness # of Bars Bar Size Reber Cover PC Fy Allowable Soil Beanong As to USE per toot of Width Toter As Reqd Men Allow 96 Reinf 0 Vu: Actual One -Way Vn* Phi One -Way Vu: Actual Twow-Way Vn'Phi: Allow Two-way Alternate Reber Selections... 5 #4's 3 #Ss 2 #Ts 2 #8's . 10 12.00 in 5 -4 .00 r00.0 , psi 40,000.0 psi 2,500.00 psf 0.285 In2 0.904 in2 0.0014 Footing OK 39.19 psi 85.00 psi 155.59 psi 170.00 psi 3 # 6!s 1 # 9's I # 10's I • ri NJ DOUGLAS ENGINEERING 909 Seventh Avenue - Suite 201 KIRKLAND, WA 98033 (425) 827 = 8938 9 FAX (425) 827 em 3482 E-mail: douglsengr@aol.com 0 SHEET NO. F CALCULATED BY DATE CHECKED BY DATE SCALE .. ... -+ 4 ... _ _� , 4 ,� -. mow~ - .. ti• +- - _ . • - .� - -40,f y _ -� �� . - -« ,.i•�4ti-i4�-.�,..ti,4 .t.�. * r'��r•..,.+•.r._ti�.�,�4; =�ti��4-k�� Gr M -&4 T Av r 4 r F 1 r t # r { R' IrSy A M r. wal� r F 1 , • r r E- T1 L'w& I/ 6ta r.) WA 1> ' Acr`i vs� �**�i # ' f y • � tA (Lcrf Iq Ar 60 - 9%*VINS� ' 1 " r IrkJA� i ? ic�-# , POU (ZOA tic% - TO-P LS C>fArw T- rt-jersT pa Una • i . • . * . + t i . . � _ . + • r _ .- Pik � , t� fi , i _ Vko ROOM rap L X r oT i�-JD rs ' ** (2 V ATG A 12WN'y r F ►�'' { t " T- L Amass ! . . F L a \rJ 4 L45, LS tv L trim 2. I - t. I 0j tL oc I to., & Sw jm�d p Q o oc 1PrTAAC t ri 0. t + 'L o Dco Cs+ Jrga sr',r 1 r 4n. T Is tL DfL K_t oko J ibi A, to faT o P5r tk 1 t F ovt ev�, a . 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JI - � � . .. � + . - - - _ + - _ _ _ . , . . � . , - �F � •..., � ti�� +.I .-� .. _ �ti} +, t •�. s -. _+. �'ti++•I.�+k- � titi� , ti f . s wt . � r + ! # f • r + + r • , r , 1 F r F J F J F , dp 1 r F i r r t • f � i r r - - - �k + _ - - - + _ - -��. .,.�.�•. s w F� .t!_ «,.�. ti w-w#.t�♦i.s .+r..-.r �ti -t{ _ •�•ra ��,'..--.yw . ..w.,,r• _�.� �_�.t�stix. * �.•.�..,r.+�f���-rl}-�ti.a•+.��tt��. 7 , } " { J OF% t R + r I � 0 PC P (woos 0 A 0 L. A S, 116 t . �� �-' - _ +'w - -. „ •r•ti � - � •. r- � _ ., s � �•r i,� - � 4�4 �,�� f'R y7• fi � . n.•+f•rkti- n rw.,l.�+,'4 + � i t + r r • � + r ! # F r i r J I F-114- el- 1- .4.- CAN, MAO % .0 - # 1 1 , PLO F r r r 1 r r # ► r f 4 # + _ � r T + .r s �rti.._+W Frlr.�r w_,.,ti � _ .M...ti_ 4r . r +—i•4�tir ry.,N i•�r,Fti-,Itil ti-.I� ,ram r-+-,.-Lti.ti ti.� ��� �,._._y,FlrFl.l•�14 4.�.�•�.f �.'.,.,,•�� �",I.._....ti�:.�.•riti.-..lir ,.-...t t s ..ti . r f 0 r r r To Reor ur Call NEBS CUST46WOprinting service TOLL FREE 1-800-888,6327 NESS, Inc., Peterborough, NH 03458. Refs No: G 315702388 • DOUGLAS ENGINEERING 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 (425) 827-8938 - FAX (425) 827-4482 e-mail douglsengr@aol.com TRW: ARMIDILLO SELF STORAGE Dsgnr: RSD Date: 4: uescnpnon : EDMONDS, WASHINGTON Scope: FOR DENNIS CHINN ner. a � uaua ■ • • • ��, ,�,V�5.,.3.��I�8,�2 Cantilevered Retaining Wall Design W , N34e9 ENERcALc Description Rear Basement Wall - Load Case - I Criteria Retained Freight 10.00 ft 'fall height above soil 0.00 ft Slope Behind Wall 0.00 : 1 Height of Soil over Toe 4.00 In Soil Density 140.00 pcf Wind on Stem 0.0 psf Lateral Load Applied to Stem L2D"esaiSumma Total Bearing Loan ..,resultant eoc, Soil Pressure @ Toe Soil Pressure @ Heel - Allowable = Sail Pressure Less Tha ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel Allowable Hall Stability Ratios verturning Sliding Soil Data � Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35.o Toe Active Pressure 0.0 Passive Pressure 3DO.0 Water height over heel 0.0 ft Footingl ISoll Friction 0.500 Soil height to ignore for passive pressure = 0.0 i Lateral Load = 7o.o #/ft Stem Construction Top Stem 46PMo 30 APR 00 Job # 00030 c-.\ec\00030arm.ecw:Calculations Footing Strengths & Dimensions fc = 21500 psi Men. As 9b Toe Width Heel Width Total Footing Width Footing Thickness Key Width Fy Key Depth Key Distance from Toe Cover 0 Top = 3.00 in ... Height to Top = ...Height to Bottom ._ 2nd Stem OK Stem OK 4,150 Ibs Design height ft = 4.50 0.00 18.22 in Wail Materiai Above "HY' = Concrete Concrete 1,867 psf OK 0 psi OK 2t500 psf n Allowable 2,614 psf 0 psf 49.7 psi OK 32.0 psi OK 85.0 psi - 1.51 OK = 0.83 UNSTABLE! Siding Calm Slab Resists AEI Sliding I Lateral Sliding Force _ 21817.5 ft Footina Design Results Factored Pressure Mu' : Upward Mu". Downward Mue. Design Actual I Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 2t 1 -13,667 2tOl 9 11,E 49.73 -85+00 # 6 @9.751n 4 @ 18.75 in None Speed Heel 0 psf 0 ft-# 29452 ftal 20452 ft-#. 31.98 psi 85.00 psi M.- 0.0012 3.63 ft 2.17 12.00 in 0.00 in 0.00 in 0.00 ft Btm.= 4.00 in 10.00 ft 0.00 ft Thickness - 8.00 8.00 Reber Size # 5 # fi Reber Spacing = 12.00 4.50 Reber Placed at - Edge Edge Design Data fb/FB + faffia - 0.68s 0.959 Tote! Force @ Section lbs = 11554.4 4?165.0 Momen#....Ac#ua1 ft-# = 3,449.8 157866.7 Momerrt.....Allowabke ft-# = 51004.5 76,551.0 Shear. ....Actual psf = 23.0 61.7 Shear ..... Allowable psi = 85.0 85.0 Bar Develop ABOVE Ht. in = 15.60 18.7 � Bar Lap/Hook BELOW Ht. in = 15.6Q/7J ; 4. Walt Weight psf = 96.7 96.7 Reber Depth 'd' in = 5.63 5•63 Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection Modular Ratio'n' Short Term Factor - Equiv. Solid Thick. _ Masonry Block Type = Medium Weight Concrete Data fe psi = Z500.0 Z500.0 Fy psi = 44,000A 40,000.0 Other Acceptable Saes & Spacings Toe: #4@ 4.50 in, #5@ 7.00 in, #6@ 9.75 in, #7@ 13.25 in, #8@ 17.50 in, #9@ 22.0 Heel:. #4@ 18.75 in, #5@ 29.00 in, #6@ 41.00 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Key: No key defined ftw.( I C, z low- v - 4 x►6¢y��p�GT� P���iw�� ��'fp 1Z,"vcToa Fr-, N. 0.ooI't(r2.,N)�6.ourr) . ,r 1401041(op, P, ) 0= 1. Z. &tS4 (47)4t- otv:�S' x►6¢y��p�GT� P���iw�� ��'fp 1Z,"vcToa Fr-, N. 0.ooI't(r2.,N)�6.ourr) . ,r 1401041(op, P, ) 0= 1. Z. &tS4 (47)4t- otv:�S' • DOUGLAS ENGINEERING Title: ARMIDILLO SELF STORAGE Job # 00030 909 Seventh Avenue, Suite 201 Dsgnr: RSD Date: 5:10PM, 30 APR 00 Kirkland,, WA 98033 Description: EDMONDS, WASHINGTON '%(425) 827.m8938 - FAX (425) 827.w3482 e-mail dougisengr@aol.com Scope: FOR DENNIS CHINK ter' ,M,v�5.,.3.zz-J�,�D,��2 Restrained Retaining Wail Design (c)198389 ENERCALC Description Building 3 - Rear Basement Wall - Load Case 2 c-.1ecNO0030arm.ecw:Calculations Criteria Soil Data I Footing Strengths & Dimensions Retained Height - 10.33 ft Allow Soil Bearing = 2,500.0 psf fc = 2,500 psi Fy = 40,000 psi Wall height above soil -- 0.00 ft Equivalent Fluid Pressure Method Min. As 96 -- 0.0014 Total Wall Height = 10.33 ft Heel Active Pressure = 0.0 Toe Width = 4.00 ft Toe Active Pressure = 0.0 Heel Width = 1.67 Passive Pressure = 300.0 Total FootingWidth � MEW - S.fi7 Tap Support Height - 10.25 ft � water height over heel = 0.0 ft _ Footing Thickness - 12.00 in Slope Behind Wall 0.0010-1 FootingIlSoil Friction = 0.500 Height of Soil over Toe = 4.00 in Key Width = 0.0� in Soil height to ignore KeyDepth = D.00 in Soil Density - 140-00 pof %r passive pressure - 0.00 in Key Distance from Toe - 0.00 ft Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 4.00 in Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load - 153.0 #!ft Adjacent Footing Load = 0.0 Ibs »>NOT Used To Resist Sliding & Overturn ,,, Heigh# to Tap = 10.33 R Foaling Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,..Height to Bottom - 0.00 ft Eccentricity - 0.00 in NOT Used for Sliding 8 Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soi! 0.0 ft Axial Dead Load = 768.0 lbs at Back of Wall Axial Live Load = 218.0 Ibs Axial Load Eccentricity = 0.0 in Desmign Summa Concrete Stem Construction Total Bearing Load = 4,444 lbs Thickness = 8.00 in Fy = 40,000 psi ...resultant ecc. = 11.32 in Wall Weight = 96.7 pcf fc = 2,500 psi Soil Pressure @ Toe = 1 psf OK Stem is FIXED to top of footing Soil Pressure @ Heel = 1,567 psf OK Allowable = 2,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top & gam @ Base of Wall ACI Factored @ Toe = 1 psi Stem OK Stem OK Stem OK ACI Factored @ Heel = 2,216 psf Design height = 10.25 ft 6.42 ft 0.00 ft Footing Shear @ Toe = 14.5 psi OK Rebar Size - # 4 # 4 # 5 Posting Shear @ Heel - 22.0 psi OK Reber Spacing - 12.00 in 12.E in 12.00 in Allowable = 85.0 psi Reber Placed at - Center Edge Edge Reaction at Top = 2,168.7 Ibs Reber Depth 'd' = 4.00 in 6•00 in 6.00 in Reaction at Bottom - 980.1 Ibs Design Data fb/FB + fa1Fa - 0.000 0.548 0.638 Sliding Calcs Slab Resists All Slidin ! Mu....Adual = 0.8 ft4 1,921.0 ft-# 31415.4 ft-# Lateril Sliding Force = 9�•1 lbs Mn i Phi.....Allowabfe 21305.6 ft-# 3,505.E R-# 51353.2 ft-# Shear Force @ this height = 0.0 lbs 1,666.1 lbs Shear.....Actual - 0.00 psi 23.14 psi Shear.....Allowable - 65•00 psi 85.00 psi Footin Desai n Results Reber Lap Required = 12.48 in 12.48 in Toeeel Rebar embedmentinto footing = 6.� in 4 Factored Pressure = 1 2,216 psf ether Acceptable Sizes & Spacings: Mu' :Upward � 40179 0 ft-# Toe*. None Speed -or- Not req'd, Mu < S * Fr Mu' : Downward = 21203 1,9 25 ft-# Heed: None Spec!d -or- Not req'd, Mu < S " Fr Mu: Design -- 11976 1,9 25 ft-# Key: No key defined -or- No key defined Actual 1 Way Shear = 14.45 21.98 psi Allow 1 Way Shear - 85-00 85.00 psi IFn < < ,j� �, voz�t►Z}IL4, -Jt Ok% I tA. PA,,a U 14 • DOUGLAS ENGINEERING 909 Seventh Avenue - Suite 201 KIRKLAND, WA 98033 (425) 827 = 8938 • FAX (425) 827 = 3482 E-mail: dougIsengr@ao1-com SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE F • � r r r , r G7 0 w 's, _-.0- !0 - . J­... - a t f L o WA r ok 0 C K�'P- CoAr tz M f • F • E)-C-:6144 .Eo2 W&14w.. oc, Lrr�til Cso��o G,na�imo} -FWtic,N7 Wr [Z000 �4.cN1;7 . �}-\IP/aX e T:Ot.Tn+avcrc �cKw2.y3PZ » /�SS�wi� A✓tn^S� aoi sroic..j.. H el c, Plor 7op of • Sae �lF`( Y✓p-�-� ry �3� BAcrtcl�Ltio roato&.nct- M e LOAD CASE Z — RzSTn+t� N,:,D \ON/A w, -� �-ssu►�-� `i3 0� so,� P26��+�Qo�n� 2�rtiaF�� J/�k /�F�a2 WAc.� I���-AGE -1- 4Jr ILooc E +01LD aL A-�D✓� A a,(, e SAD m' Lwow 0 PC 0 LI}SCTILRINbD VV Ok LWL/30 G c.., -PfZe S&Wr„9 +,,rDt f9L T&A P;: i � `S u eLcrrA(Lca 4:WT FLoovL E 12our_ ASa� L% VZ.f> 'tW; P� � � CiSASF{ tPSH� q OU`g/c,�- 4Ik � 8 i0 2. C34). .161110� -7 OP(,7/r, iJ%owl f do . ti a`t �.Fr4 r 4- � .� 1 •+ � - ,a, r ._ _ .t ,. • , fi a i , 4 . •a , . - a ,• - _ ' t + I Zq�3 To Reorftr Cali NEBS CUSTGM "'printing service 'TOLL FREE 1-800-88"327 NEB . Inc,, Peterborough. H 03458. Ref. Nf): 1 42$ ,It DOUGLAS ENGINEERING 909 Seventh Avenue - Suite 201 KIRKLAND, WA 98033 (425)827-8938 FAX (425) 827m3482 Logo Gas ■ � E-mail: dougisengr@aol.com o l rL,. . JOB SHEET NO. OF CALCULATED BY DATE CHECKED BY DATE SCALE 50�4 LvAD � TIMgC� r a i 4 L o P, C, As e I fZ&aSnTf1k'N'sD \PJArL-L C> tw (owak D + Wi %4o L os�#*o tf y oOq Its MEMO �­u .�LTnow. on 5 17 P4k 14 x r e%- { � F • w .r ti,y. .. s w ti ..� �ti _. 4 � � ti� «. - � � _ . . , ti � � , . . ti. } - � -. -.4 .. _. _ _ . _ - ,. v _ _ . - r - - - + - .r F t •,.� ' f I r To Reordor Call NESS CUST4;Mprinting service TOLL FREE 1-800-888-6327 NEBS. Inc., Peteftrough. NH 03458. Ref. No: k315702388 • DOUGLAS ENGINEERING 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 (425) 827=8938 - FAX (425) 8274U2 e-mail dougisengr@aol-.com $2 num A I Mm 'Z Title: ARMIDILLO SELF STORAGE Dsgnr: RSD Date: 7:31 Description: EDMONDS, WASHINGTON Scope : FOR DENNIS CHINN ,688,Ver 5.1.3,22-Jun-1999.Wn32 Cantilevered Retaining Wall Design (e) 1983-99 DEacnLc Description End Basement Wall - 2 ft CMU over 8 ft Concrete -Soil Load LOW L2 jk M S Criteria Retained Height 9.50 ft Wall height above soil 0.00 ft Slope Behind Wall = 0.00 : 1 Height of Soil over Toe = 4.00 in Soil Density 140.00 pcf Wind on Stern = 0.0 psf Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding &Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding &Overturning Esi n Summary Total Bearing Load ...resuttartt ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable 'Soil Data � Allow Soil Bearing = 21500.0 PSI` Equivalent Fluid Pressure Method Heel Active Pressure -- 35.0 Toe Active Pressure - 0.0 Passive Pressure = 300.o Water height over heel - 0.0 ft FootingIlSoil Friction = 0.500 Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem lateral Load - 70.0 #/ft ... Height to Top = 9.50 ft ... Height to Bottom = 0.00 ft Stem Construction _ Top Stem = 5,144 lbs 11.83 in 2,036 psf OK ✓ = 0 psf OK 2,5U0 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding Sliding Calcs St. Lateral Sliding Fo 2,958 psf o psf 54.6 psi OK 30.5 psi OK 85.0 psi 1 OK JNSTABLE! - . . . . . - - - -- . W -U%vww �2,4.4 lbs Footing Design Results Factored Pressure Mu' :Upward Mu' :Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing ( 94 V;L;ll 2j958 11,753 11383 �- 10, 30 54.79 5.00 # 5 @ 7.75 in = ## 4 @ 19.50 in None Speed INI ow Heel 0 psf 0 ftaF 2,341 ft-# 21341 ft-# 30.54 psi 85. 00 psi Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Reber Placed.at npcinn nata Job # 00030 PM, 30 APR OD c:lec1D0030arm.ecw:Calculations + Traffic Surcharge Footing Strengths & Dimensions c = 2,500 psi Fy - 4 ,0DO psi Min. As % = 0.0012 Toe iIII dth Heel Width 2.17 Total Footing Width 5.34 Footing Thickness 12.00 in Key Width 0.00in Key Depth 0.00 in Key Distance from Toe 0.00 ft Cover @ Top = 3.00 in Btm.= 4.00 in Axial Load Applied to Stern Axial Dead Load 405.0 lbs Axial Live Load 900.0 lbs Axial Load Eccentftfty 0.0 in 2nd 3rd Stem OK StU3. ft - .00 Il asonry Cor 8.00 8.00 ## 5 # 5 32.00 12.00 Center Edge Stem OK 0.00 Concrete .0 # 4.25 Edge � Sa Jtt t aC fb/FB + fa/Fa 0.306 0.749 06961 Total Force @ Section lbs = 144.4 1, 4 .'1 31815.4 Moment .... Actual ftft# = 98.4 4f 142.7 13,872.2 Moment ..... Allowable ft.# = 488.5 51527.E 14,439.6 Shear.....Actual psi = 3.5 23.5 51.4 shear...#.Allowable poi # 19.4 85.0 85.0 I f Bar Develop ABOVE Ht. in = 25.00 12.0 15.60 Bar Lap/Hook BHt. in = 15.60 �15.60 7.00 'all Weight psf = 78.0 96.796.7 Rebar Depth 'd' in = 3.81 6.19 6.1 � ''� jC, Masonry Data f m psi = 11500 Fs psi = 20,000 Solid GrotAing Yes Special Inspection No Modular Ratio'n' = 25.78 Short Term Factor 1.0D0 Equiv. Solid Thick. in 7.60 Masonry Block Type = Medium Weight Concrete Data fc psi = 21500.0 21500.0 Fy psi = 401000.0 402000.0 Other Acceptable sizes & spacings Toe: #4@ 5.00 in, #5@ 7.75 in, # @ 11.00 in, # @ 15.00 ire, # @ 19.75 in, #9@ 24. Heel: #4@ 19.50 in, #5@ 30,25 in, # @ 43.00 in, # @ 48.25 in, # @ 48.25 in, #9@ 4 Ivey: No key defined k 67 OC 016 V* S �] Ir Wo le %cow - A 'I W 4 Lt avm�' %4> ') em DOUGLAS ENGINEERING 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 (425) 8274938 - FAX (425) 8274482 e-mail dougisengr@aol.com Rev: 510303 VOsr. NW-0e01BB8. Va 5.7.7. 71.1u./BBB. WN2 (e)1B8}BB ENERCALC OWL* tI Title: ARMIDILLO SELF STORAGE Job # 00030 Dsgnr: R S D Date: 7:12PM, 30 APR 00 Description: EDMONDS, WASHINGTON Scope: FOR DENNIS CHINN Cantilevered Retaining Wall Design Description End Basement Wall - 4 ft CN U over 6 ft Concrete - Soil Load L. pAo Cps a I Criteria Retained Height. 7.50 ft Wall height above soil = -,2. 0 ft Slope Behind Wall 0.00 : 1 Height of Soil over Toe 4.00 in Soil Density = 140.00 pcf Wind on Stem - 0.0 psf Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding 8 Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning TI 0 �.. ,. ,. ��'�`�w� '� r+i+'+f.f . _ � r.s� ... � rf � fi4. �� .p■ ryy..�w 1♦ +1.. * aI4' iw al - Total Bearing Load # .resu79 lbs nt e=. 9.84 In Soil Pressure %D Toe Soil Pressure @ Heel Allowable Soil Data Allow Soil Bearing = 215DO.0 psf Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel Footin911Soii Friction Soil height to ignore for passive pressure Method 3.0 -0.0 - 300.0 0.0 i - 0.00 - 0,00 1n - Lateral Load Applied to Stem c:1ec100030arm.ecw:Ca1cu1ations + Traffic Surcharge L Footing Strengths & Dimensions IN fc = 29500 psi Fy = 40,000 psi Min. As 96 Toe Width Heel Width Total Footing Width Footing Thickness 0.0012 1.92 ft -2.17 4.09 2 Min rcey wiom Key Depth = Key Distance from Toe Cover @ Top = 3.00 in • 0.00 in 0.0 in 0.00 ft Btm.= 4.00 in Axial Load Aor)lied to Stem Lateral Load = 70.0 #/ft Axial Dead Load 405+0 i s ... Height to Top - 7.50 ft Axial Live Load 900.0 lbs ,..,Height to Bottom 0.00 ft Axial Load Eccentricity 0.0 in Stem Construction Top sty 2nd 3rd Stem OK Ste Stem OK Design height ft = 6.00 0.00 Wall Material Above "Fir= Masonry ConcrTreConcrete W 2,438 psf OK V/ = 0 psf OK - 21500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe - 3,560 psf ACI Factored @ Heel 0 psf Footing Shear @ Toe = 38.2 psi oK Footing Shear @ Heel = 24.8 psi OK Allowable - 85.0 psi ball Stability Ratios . Overturning 1.7 OK Sliding = 1.15 Ratio < 1.51 h Sliding CaIcs �Slab Resists All Sliding. Lateral Sliding Fdree r.7p89.4l s ovir;esign Results Factored Pressure Mu' :Upward Mu' : Downward Mu: Design Actual 9-Way Shear Allow 9 Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 3,60 f41 507 41912 38.24 -� 85.00 @ 6.75 i ## 4 @ 18.25 in None Spedd Heel 0 psf 0 ft-# 1,898 ft-# 1,89g ft-# 24.76 psi 85.00 psi COW.. lllroollrj� Thickness = 8.00 8.00 8.00 Rebar Size = # 5 # 5 # 5 � S � � ► r � Rebar Spacing - 32.00 12.00 8.50 Reber Placed at = Center Edge Edge Design Data fb/FB + fa/Fa = 0.323 0.749 0.982 Total Force @ Section Ibs = 144.4 1,1747.1 21565.9 Moment .... Actual ft-# = 98.4 4142.7 71530.5 Moment ..... Allowable ft.# = 486.5 5,527.E 71671.8 Shear.....Actua! psi = 3.5 23.5 34.6 Shear, ....Allowable psi = 19.4 85.0 85.0 Bar Develop ABOVE Ht; in = 25.00 12.00 15.60,- � � � Bar Lap/Hook BELOW Ht. in = 15.60 �`.� � �- l 7 Z5 Wall Weight psf = 78.0 96.7 96.7 � S t V � Reber Depth V in = 3.81 - 6.19 6.19 Masonry Data fm psi = 115DO Fs psi = 201000 Solid Grouting = Yes Special Inspection -- No Modular Ration' - 25.78 Short Term Factor = 1.000 Equiv. Solid Thick. in = 7.60 Masonry Block Type = Medium Weight Concrete Data fc psi = 2500.0 21500.0 Fy psi = 400000.0 40,000.0 Other Acceptable Sizes 8 Spacings Toe: #4@ 8.25 in, #5@ 12.75 in, #6Q 18.00 in, #7@ 24.25 in, #8@ 32.00 in, #9@ 40 Heel: Not req'd, Mu < S * Fr ' Key: No key defined p DOUGLAS ENGINEERING 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 (425) 827=8938 - FAX (425) 827m43482 e-mail dougisengr@aol.com Rav 510303 User NW4BD/6BB. Ym 5.1.3. 71-.M18B0. MAn32 (C)1B81BB ENERCALC Description Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem I , 1! Title: ARMIDILLO SELF STORAGE Job # 00030 Dsgnr: RSD Date: 7'35PM, 30APROO Description: EDMONDS, WASHINGTON Scope ; FOR DENNIS CHINN Cantilevered Retaining Wall Design c:.,ec,WO30arm_acw.Calculations End Basement Wall - 6 ft CMU over 4 ft Concrete - Soil Load + Traffic Surcharge L () sko CA rm* jo 5.50 ft 4.50 ft . 0:1 4.00 in 140.00 pcf 0.0 psf Surcharge Loads Surcharge Over Heel - 0.0 psf NOT Used To Resist Sliding 8 Overturning Surcharge Over Toe - 0.0 psf NOT Used for Sliding 8 Overturning Design Summa Soil Data Allover soil Bearing 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure. 35.0 Toe Active Pressure 0.0 Passive Pressure = 30. Water height over heel 0.0 ft Footing I r Soil Friction 0.500 Soil height to ignore for pass'rve pressure 0.00 in Lateral Load Applied to Stem Fooling Strengths & Dimensions fc = 2,500 psi Min. As Toe Wicith Heel Width Total Fooling Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3.00 in Fy 40,000 psi -0.0012 1.33 ft i i 1 # 3.00 �. 12.00 in i 0.00 in i i too In i0.00 ft i Btm.= 4,00 in Axial Load Atmfied to Stem Lateral Load 70.0 ##ft Axial Dead Load 405.0 lbs ...Height to Top 5.50 ft Axial Live Load 900.0 lbs ... Height to Bottom 0.00 ft Axial Load Eccentricity 0.0 in Stem Construction I top Stem end Total Bearing Load = 31444 lbs ...resultant ecc. = 6.88 in Soil Pressure @ Toe = 2,477 psf OK / Soil Pressure @ Heel D psf OK Allowable = 21500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 3,662 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe -- 22.9 psi OK Footing Shear @ Heel = 12.7 psi OK Allowable = 85.E psi Wall stability Ratios Overturning Sliding Sliding Ca1cs slab Desists Lateral Sliding Force 1 ,4"K f `eei.37 RaAB < 1.51 All Sliding 1 # 124.4 lbs Footing Design Results Factored Pressure Mu' :Upward Mu' :Downward Mu: Design Actual i -Way Shear Allow 1 Way Shear Toe Reinforcing Heel Reinforcing Toe ,- 3,662 21723 244 2t479 22.89 85.o # 5 @ 25.25 in # 4 @ 18.00 in MOMMM Heel 0 psf 0 ft-# 648 ft-# 648 ft-# 12.67 psi 85.00 psi Stern OK Stem OK Design height ft 4.00 0.00 Wall Material Above "Fir Masonry Concrete Thickness = 8.00 8.00 Debar Bite # 5 # 5 ebar Spacing 32.00 14.50 Rebar Placed at = Center Edge Design Data fb FB fa Fa 0.342 0.749 Total Force @ Section lbs = 144.4 1 v5 *4 Moment.... Actual ft = 98.4 3,449.8 Moment.....Allowable ft-# = 4 8,5 41606.9 Shear..... Actual psi = 3.5 20.9 Shear.....Allowable psi = 19.4 85.0 Bar Develop ABOVE Ht. in = 25.00 15.50 Bar Lap/Hook BELOW Ht. in = 15. 6.00 Wall Weight psf =78.0 96.7 Rebar Depth 'd' in = 3.81 6.19 Masonry Data fm psi = 11500 Fs psi = 201000 Solid Grouting Yes Special Inspection No Modular Rabo'n' 25.78 Short Term Factor 1.000 Equiv. Solid Thick. in 7.60 Masonry Block Type = Medium Weight Concrete Data fc psi = 21500.0 Fy psi : 40,000.0 Other Acceptable Sizes Toe: #4@ 16.254 , #5@ 25.25 , #6@ 35.75 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu ac-S7_*__j I Key Reinforcing = None Spec'd Key: No key defined .rr,�+�a,..+•��iir+_,�,r,F,_,_.�.�.�.M.i.l...��-•*,��#+-�"f""r'r.�rr..y-M-..fir_ �---•�......��..��a�r.r ,++�r.r+--�w.�r ut "LT F c tool6f cow ox jj'.j sow C, o V;/or) I Lotjcc , 11 I DOUGLAS ENGINEERING 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 (425) 8274938 - FAX (425) 827o..,3482 e-mail dougisengr@aol.com Title: ARMIDILLO SELF STORAGE Dsgnr. RSD Date: 7 Description: EDMONDS, WASHINGTON scope FOR DENNIS CHINN War: ,8M.,e,S.,.a,22-Ju..,999.Wn32 Cantilevered Retaining Wall Design fc11983Be FNERCN.0 Description Criteria Retained Height Wall height above soil Slope Behind Wald Height of Soil over Toe Soil Density Wind on Stem End Basement Wall - 8 ft GMU over Z ft Concrete - 500 Load "ox o CA se Surcharge Loads i .50 ft 6.50 fit -� .o . '1 4.00 in 140.00 pot 0.0 psf Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding 8 Overturning Surcharge Over Toe = 0.0 psf NOT Used for Sliding 8 Overturning Design Summary Tdbal Bearing Load - 2,599 lbs ...resultarrt ecc. = 2.66 in 2 Soil Data Soil Pressure @ Toe -- 2,451 psf OK Soil Pressure @ Heel = 389 psf 4K Allowable - 21500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe ACI Factored @ Heel - Footing Shear @ Toe = Footing Shear @ Heel - Allowable = Wall Stability Ratios 3,686 psf 585 psf 7.4 psi OK 2.9 psi OK 85.0 psi Overturning = 1.63 OK Sliding = 1.86 OK Sliding Calics Slab Resists All Sliding I Lateral Sliding Force _ 599.4 lbs Footing Design Results Factored Pressure Mu': Upward Mu' : Downward Mu: Design Actual 1 Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 R FoatingjlSoil Friction = 0.500 Soil -height to ignore for passive pressure = 0.00 in V/ Lateral Load Applied to Stem 1416 Job # 00030 53PMO 30 APR 00 : e \ oo r. cw:C l l do s Traffic Surcharge Footing Strengths & Dimensions fc - Min. As Toe Widh 2,500 psi Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3.00 in py 40,000 psi 0.0012 - .83 ft 1.00 MOM 1.83 1 2. 00 in - 0.00in .00 in 0.00 ft Btm.= 4.00 in Axial Load AwAied to Stem Lateral Load - 70.0 #/ft Axial Dead Load = 405.0 Ibs ...Height to Top = 3.50 ft Axial Live Load -- 900.0 lbs ... Height to Bottom - 0.00 ft Axial Load Eccentn*city -- 0.0 in Stem Construction Top Stem 2nd Stem OK Stem OK Design height ft = 2.00 0.00 Wall Material Above 4@Hr Masonry Concrete Thickness 8.00 8.00 Rebar size # 5 ## 5 r ebar spacing ... 32.00 16.00 rebar Placed at = Center Edge Design Data fbtFB + fatFa OATS 0276 Total Force @ Section lbs = 144.4 780.9 lornent....A:tual ft4 = 98.4 11154.1 Moment.....Allowable ft-# = 488.5 41188.2 Shear.....Actual psi = 3.5 10.5 Shear...., [lo cable psi = 19.4 85.0 Bar Develop ABOVE Ht. in = 25.00 15-60 Bar Lap/Nook BELOW Ht. in = 15.60 6.00 Wall l ig ht psf # 78.0 96.7 F ebar Depth V in = 3.81 6.19 Masonry Data fm psi = I t5OO Fs psi = 20,000 Solid Grouting Yes Special Inspection No t Modular Ratio'n' = 25.78 Toe Heed Short Tenn Factor = 1.000 , = 31686 585 psf Equiv. Solid Thick. in 7.60 - 11108 0 ft-# Masonry Block Type � Medium Weight _ 1 95 50 ft-# Concrete Data - I tOl 3 50 ft_# fc PSG = 2t500.0 = 7.37 2.93 psi Fy psf = 40,000.0 85.00 85.00 psi Other Acceptable Sizes 8 Spacings = # 4 @ 18.00 in Toe: Not req'd, Mu < S * Fr # 4 @ 18.00 in Heel: Not req'd, Mu < S ' Fr None Sped Key. No fey defined I '- 1 0arc, -rl i & T 0� / H�GL - 10 t� f 1.0 1.77 DOUGLAS ENGINEERING ' 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 (425) 827=8938 - FAX (425) 827-3482 e-mail dougisengr@aol.com Rar. 510707 lMv KW-OBOtOBB. Va 5.1.3. 71JVF1BeB. VNn37 Title: ARMIDILLO SELF STORAGE Dsgnr: RSD Date: 3:38AM, Description: EDMONDS, WASHINGTON Scope FOR DENNIS CHINN Cantilevered Retaining Wall Design Job # 00030 1 MAY 00 (c)19821�-99 ENERCAI.0 owl ec1aQ03Darm.ecw:Calculaiions Description End Basement Wall - 10 ft CMU over 0 ft Concrete - Soil Load + Traffic Surcharge Criteria Retained Height - 2.50 ft Wall height above soil -- 7.50 ft Scope Behind Wall = 0.00:1 Height of Soil over Toe - 4.00 in Soil Density 140.00 pcf Wind on Stem = 0.0 psf Surcharge Loads Surcharge Over Heel = 0.0 psf NOT Used To Resist Sliding & Overturning Surcharge Over Toe - 0.0 psf NOT Used for Sliding 8 Overturning Desian Summa Total Bearing Load = 21318 lbs ...resullaM ecc. = 021 in Soil Pressure @ Toe = 1,592 psf OK Soil Pressure @ Heel = 1,869 psf OK Allowable = 21500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,414 psf ACI Factored @ Heel = 2,834 psf Footing Shear @ Toe - 16.7 psi OK Footing Shear @ Heel = 0.0 psi OK Allowable = 85.0 psi Wall Stability Ratios 4vertuming = 2,07 OK Sliding - 2.51 OK Sliding CaIcs Slab Resists AEI Sliding! Lateral Sliding Force _ 389.4 lbs Footing Design Results Factored Pressure Mu': Upward Mu' :Downward Mu: Design Actual 1-Way Shear Allow I Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Soil Data � Allow Soil Bearing = 21500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure - 3oo.o Water height over heel = 0.0 R FootingIlSoil Friction = 0.500 Soil -height to ignore for passive pressure - 0.00 in Lateral Load Applied to Stem Footing Strengths & Dimensions Pc = 2,5OD psi Min. As 9b Tce Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3.00 in Axial Load Fy 40,000 psi 0.0012 --� . ft -- 0.67 1.34 12.00 i 0.00 in 0.00 in 0.00 ft Btm.= 4.00 in lied to Stem Lateral Load = 70.0 #/ft Axial Dead load = 405.0 !bs ...HeigFrt to Top - 2.50 ft Axial Live Load = 900.0 lbs ... Height to Bottom - 0.00 ft Axial Load Eccentricity = 0.0 in Stem Construction Top stem end Toe Heel aftmom - 2,414 2,834 psf o 0 ft# 0 19 ft 527 10 ft-# = 16.70 0.02 psi 85.00 85.00 psi = # 4 @ 18.00 in @ 18.00 in None Spec` Stem OK Stem 4K Design height ft = 5.00 0.00 Wall Material Above "Ht" = Masonry Masonry Thickness = 8.00 8.00 Reber Size - # 5 ,: # 5 Rebar Spacing - 32-00 32.00 Reber Placed at = Center Center Design Data fbtFB + fafFa Total Force @ Section lbs = liorrent... ..Actual t- Mo t# ....Allo bl ft-# psi = Shear.....Allowable psi Bar Develop ABOVE Ht. in = Bar Lap/Hook BHt. in = Wall Weight ht psf = Rebar Depth V in 0.130 . . 88.5 0.0 19. 25.00 25.00 78. 3.81 0.383 284.4 309.9 1,D59.4 6.9 51.5 30.00 6.00 78.0 3.81 masonry uaza f m psi = 1 15DO 1500 Fs psi = 20tODO 241000 Solid Grouting - Yes Yes Special Inspection -- No Yes Modular Ratio'n' = 25.78 25.78 Short Term Factor = 1.ODD 1.330 Equiv. Solid Thick. in = 7.6o 7.60 Masonry Block Type = Medium Weight Concrete Data fc psi = Fy psi Other Acceptable Sizes 8 Spacings Toe* Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined _ , � � 0) M) 7 t(4 use # S � � ZL "�cB C� P�-&' �L1/� I.n li V A,S C%-JSz ��3��L�(.OUiV�(i8'k) %MW D -, S151, Z�S r DOUGLAS ENGINEERING 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 (425) 8274938 - FAX (425) 827e-3482 e-mail douglsengr@aol.com Rev 1030 Uses: I V-Ml5 6, Ver 5.1. , 2-Jurrl9W W 32 () 1 8-9 ENERCALC Title: ARMIDILLO SELF STORAGE Job # 00030 Dsgnr: RSD Date: 9.1 8PM, 30 APR 00 uescnpcion : EDMONDS, WASHINGTON scope FOR DENNIS CHINN Restrained Retaining Wall Design c:,eckoO030affn.ec,,,,calculati0n5 Description Case 2 - End Basement Wall - 2 ft CMU over 8 ft Concrete -Soil Load + Traffic Surcharge Criteria Soil Data Footing Strengths & Dimensions Retained Height Wall height above soil Total Wall Height Top Support Height Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem Surcharge Loads 9.50 .50 ft ME*- 10.00 ft -� 10.00 ft .00: 1 - .00 in momi 110.00 pcf 0.0 psi Surcharge Over Heel 0.0 psf »>NQT Used To Resist Sliding $ Overturn Surcharge Over Toe = 0.0 psf NOT Used for Sliding 8 Overturning Axial Load Applied to Stem Axial Dead Load - Axial Live Load Axial Load Eccentricity Desl u n Summa Total Bearing Load - ...resultant ecc. - Soil Pressure @ Toe Soil Pressure @ Heel - Allmable Soil Pressure Less Than ACl Factored @ Toe = ADl Factored @ Heel Footing shear @ Toe Footing Shear @ Heel = Allocable Reaction at Top Reaction at Bottom = Slidina el1cs Slab Resists All Latere Sliding Force = 405.0 ire 900.0 fbs ,/ 0.0 in Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Friction Soil height to ignore for passive pressure 2,500.0 psf Method . . 300.0 0.0 f - F 0.00 in Unifoffn Lateral Load Applied to Stem Lateral Load 102.0 ft ...Height to Top 9.50 #f ...Height to Bottom 0.00 ft Masonry Stem Construction 4,430 !bs Thickness = 8.00 in 7.52 in Wall Weight = 78.0 pcf 246 psi 4K ✓Stem is FIXED to top of footing 1,414 psf OK BlOCk Type = Medium Weight 2,500 psf Solid Grouted Allowable 359 psf 2,065 psf Design height 23.1 psi OK Rebar Size 24•7 psi OK Rebar Spacing 85. 0 psi Rebar Placed at 429.9 Ibs Rebar Depth 'd' 1,184•1 lbs Design Data fb/FB + fa/Fa Sliding ! Moment....Actual 1,184.1 Ibs Moment,. ...AHowable Shear Force @ this height Shear ..... Actual Shear.....Allowabte Footing Desi n Results Toe eel Factored Pressure = 359 2,065 psf Mu' :Upward = Q p ft-# Mu'.- Downward = 0 0 ft-# Mu: Design = 762 - 762 ft-# Actuall -Way Shear = 23.08 24.66 psi Allow 1-Way Shear = 85.00 85.00 psi fc = 2,500 psi -Fy Min. As oe idt Heel Width Total Footing Width Footing Thickness Key Width Key Depth ley Distance from "Toe 0.0014 3.17 ft 2.17 ✓. 5.34 12.E in 0.00 in 0.00 in 0.00 ft Cover @ Top = 3.00 in @ Btm.= 4.00 in Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base AbovelBeiow Boil i at Back of Wall 0.0 lbs 0.00 ft .00 in 0.00 ft Line Load 0.0 ft f"m 1,500 psi Short Terra Factor = 1.000 Fs 24,000 psi Equiv. Solid Thick 7.600 in n Ratio (Es[Ern) 25778. o Speclal n III Between @ Top Support Top & Basi Stem OK nding N 10.00 ft 0.98 ft # 5 " " �5 = 32.00 in C8.� i Center r = 3.81 En 3.81 i� Rebar Lap Required Rebar embedmentinto footing Other Accep'L table Sizes & Spa Toe,. None Spec'd Heel: None Spec'd Key: No key defined 0.000 O.D ft-# 488.5 ft-# 0.0 Ibs 0.00 psi 19.36 psi 25.00 in @ Base of Wald } ear N 0.00 ft t,nL U��t�� # 5 8.00 in Q �2'_4c � CoNcwc�c, rater 3.81 in 1.003 I tOl 1.2 ft-# 758.0 ft-# 25.00 in cins: -or- Not req', Mu < S * Fr -or- Not req'd, Mu < s * Fr -or- No key defined z.ovi 1,975.E ft4 758.0 Rat I tO67.1 Ibs 27.83 psi 19.3E psi 6.00 in 2w, 15 • DOUGLAS ENGINEERING Title: ARMIDILLO SELF STORAGE Job # 00030 909 Seventh Avenue, Suite 201 Dsgnr: RSD Date: 9:17PM, 30 APR 00 Kirkland, WA 98033 Description: EDMONDS, WASHINGTON (425) 827w8938 - FAX (425) 827=3482 Scope: FOR DENNIS CHINN e-mail dougisengr@aol.com Rev: 57030.1 W.r.,W8,Ve,5.,.;.22-Ju.,899.Wir%3= Restrained Retaining Wall Design (e) 1ee34e werscac c:1ec100030artn.ecw:Celculations Description Case 2 - End Basement Wall,, 4 ft -CMU over 6 ft Concrete - Soil Load + Traffic Surcharge Criteria Soil Data Retained Height = 7,50 ft Allow Soil Bearing = 2,5W.0 psf Wall height above soil = 2.50 ft �% Equivalent Fluid Pressure Method Tots! Wall Height = 10.00 ft Heel Active Pressure - 111 Toe Active Pressure = 0.0 Top Support Height = 10.00 ft Passive Pressure _ 300.0 . Water height over heel 0.0 ft Slope Behind Wall 0.00:1 FoatingIlSoil Friction = 0.500 Height of Soil over Toe - 0•00 in Soil -height to ignore Soil Density = 11 D.DO pcf for passive pressure = 0.00 in Wind on Stem - 0.0 psf Surcharge Loads Uniform Lateral Load Applied to Stem Surcharge Over Heel = 0.0 psf Lateral Load - 95.0 #/ft »>N4T Used To Resist Sliding 8 Overturn ,,, Height to Top = 7.50 ft Surcharge Over Toe = 0.0 psf ,.. Height to Bottom - 0.00 ft NOT Used for Sliding & Overturning Axial Load Applied to Stem 6 Axial Dead Load 405.0 Ibs Axial Live Load 900.0 Ibs Axial Load Eccentric4 0.0 in Footing Strengths $ Dimensions o = 21 500 Psi FY 40,000 psi Min. As % 0.0014 Toe Width 1.92 ft feel Width = 2.17 Total Footing Width 4.0 Footing Thickness 12.00 In Ivey Width 0.00 in Key Depth 0.00 in Ivey Distance from Toe 0.00 ft Corer @ Top - 3.00 in @ Btm.= 4.00 in Adjacent Footing Load Adjacent Footing Load Footing Width • i Eccentricity Wall to Ftg C L Dist = Footing Type Base Above/Below Boll at Back of Wall Design Summa Mas!onry Stem Construction MINES Total Bearing Load = 3,918 Ibs Thickness = 8.00 in f m = 1500 psi ...resuftant ecc. = 1.73 in Wall Weight = 78.E pcf Fs -- 24,E psi Soil Pressure @ Toe -- 755psf OK Stem is FIXED to top of footing e..oi a.�.�.�tou....,,1_4 4 c4s nV ✓ Block Tvm = Medium Weight .�Vu r I Va�ui rw r..= , Nay v rt Allowable = 21500 psf Soil Pressure less Than Allowable AC! Factored @ Toe - 19109 psf ACI Factored @ Heel = 11705 psf Footing Shear @ Toe - 22.2 psi OK Footing Shear @ Heel = 20.1 psi 4K Allowable = 85.0 psi Reaction at Top = 202.1 fbs Reaction at Bottom = 933.E Ibs Slidina CaI s Slab Resists All Slidinq I Cates Sliding Force 9T3.0 Ibs � Footing Design Results Factored Pressure Mu' :Upward Mu': Downward Mu: Design Actual 1-Way Shear Allow i -Way Shear Toe 1 V109 762 22.17 85.00 1,705 psf 0 ft-# 0 ft-# 762 ft-# 20.12 psi 85.00 psi Solid Grouted Design height Rebar Size Rebar Spacing Rebar Placed at Reber Depth 'd' Design Data .o Ibs 0.00 ft o.DO in O.DO fit Line Load 0.0 ft Short Term Factor = 4.000 Equiv. Solid Thick. = 7.600 in n Ratio (EstEm) = 25.778 No Special Inspection Mmax Between @ Top Support Top & Base @ Base of Wall Stem OK Stem 01C Shear NG Qv, ,,y -� 1 o.00 ft 5.58 ft 0.00 ft CVWC. # 5 # 5 wad 32.00 in 8.00 in 8.00 in = Center Ce Center = 3.89 in 3.81 in 3.81 in fb/FB + fa/Fa 0.000 1.003 1.943 Mornent....A :tuNal 0.0 ft-,# 704.6 ft-# 1 1473.0 ft-# Moment Allowable 488.5 ft-# 758.0 t 758.0 Shear Force @ this height - 0.0 lbs 83 .4lbs Shear.....Actual 0.00 psi 21.89 psi r Shear.....AllowatAe 19.36 psi 19.36 psi Rebar Lap Required - 25.00 in 25.00 in Rebar embedment into footing 6.00 in Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heel: None Speed -or- Key: No key defined -or- Nat req'd, Mu < S " Fr Not req'd,Mu<S"Fr No key defined 2.100 qb I • DOUGLAS ENGINEERING 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 (425) 827=8938 - FAX (4251827-3482 • ! 1 s e-mail doug1sengr@aoLcom Rev: 510303 Umn KW -ON 1 W8, Ver 5.1. , -J 1999, Wn3 Title: ARMiDILLO SELF STORAGE Job # 00030 Dsgnr: RSD Date: 9:2113M, 30 APR 00 Description: EDMONDS, WASHINGTON - scope FOR DENNIS CHINN Description Case 2 - End Basement Wall - 6 ft CMU nver'4 ft Concrete - Soil Load + Traffic Surcharge criteria Retained Height Wall height above soil Total Wall Height 5.50 e � = 4.50 ft = 10.00 ft Top Support Height = 10.00 ft Slope Behind Wall 0.00001 Height of Soil over Toe - 0.00 in Soil Density = 110.00 pcf Wind on Stem - 0.0 psf Surcharge Loads �W Surcharge Over Heel = 0.0 psf »>NOT Used To Resist Sliding 8 Overturn Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 405.0 lbs Axial Live Load - 900.0 lbs Axial Load Eccentricity 0.0 in Design Summa Total Beadng Load ...resuttant ecc. f in Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 11.7 Toe Active Pressure 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingllSoil Faction 0.500 Soil height to ignore for passive pressure = 0.00 in Uniform Lateral Load Applied to Stem Lateral Load 88.0 ## ft ...Height to Top 5.50 ft ...Height to Bottom - 0.00 ft Masonry Stem Construction Footing Strengths 8 Dimensions fe = 2,500 psi FY 40,0DO psi Min. As % 0.0014 Toe Width 1.33 ft Heel Width 1.67 voo' Total Footing Width 3.00 Footing Thickness 12.00 in Key Width 0.00 In Key Depth 0.00 In Key Distance from Toe 0.00 f Cover @ Top = 3. 0In @ Btm.= 4.00 In Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base AbovetBelow Soil at Back of Wall 0.0 lbs .o ft 0.00 in �- 0.00 f t Line Load 0.0 ft Thickness 8.00 in 1 5GO psi Short Tern Factor = 1.000 all Weight 78.0 pcf Fs = 24$000 psi Equiv. Solid Thick. = 7.600 In tJam i Iyl=n to to of fAftfin n faio 11=cA=m1 J?r% 77 Soil Pressure � Toe - 1,0�5 �v... v Soil Pressure � Heel - 1,a70 psf psf OK /Block Type -� Medium Weight No Special Inspection „«&J., _ I Snn ....f Solid Grouted ..�_.. e......___ Ai{NtY4LIC � wI••••v pw1! Soil Pressure Less Than Allowable ACI Factored @ Toe - 1,508 psf ACI Factored @ Heel -- 1,591 psf Footing Shear @ Toe = 19.5 psi OK Footing Shear @ Heel = 10.4 psi OK Allowable = 85.0 psi Reaction at Top = 75.0 lbs Reaction at Bottom = 656.1 lbs slidir CaIcsSlab Desists All Slidin Latera Sliding Force = .1 lbs Footing Desian Results `doe Heel Factored Pressure - 1 0 0 1 .591 psf Mu': Upward =0 0 ft-# ll ` : Downward 0 723 f t Mu: Design 762 723 ft-# Actual 1,-Way Shear 19.45 10.40 psi Allover I -1 ay Shear 85. o 85.00 psi Ir11160A acLwt=n @ Top Support Top & gam @ Base of Wall Stem OK Stem OK Stem OK Design height = 10.00 ft 4.70 ft 0.00 ft Rebar Size - # 5 # 5 ✓ # 5 Rebar Spacing = 32.00 in 32.00 in�i.001_� Reber Placed at - Center Center Cer Reber Depth 'd = 3.81 in 3.81 in 3.81 in Design Data fb/FB + fa/Fa - 0.000 0.930 1.194 Moment... Actual = 0.0 ft-# 368.6 ft-# 9D4.9 ft-# Moment.....Allowable - 488.5 ft-# 488.5 ft-# 758.0 ft-# Shear Force @ this height - 0.0 lbs 585.9 lbs Shear.....Actual = 0.00 psi .15.28 psi Shear.. dp * AI loymble - 19.36 psi 19.36 psi Reber Lap Required = 25.00 in 25.00 in Reber embedment into fooling = 6.00 in Other Acceptable Sizes & Spa Tce: None Speed Heel: None Spec`d Key: No key defined sings: -or- Not req`d, Mu < S * Fr r- Not req#d, Mu < S * Fr -r- No ley defined F z I 1.0e) DOUGLAS ENGINEERING ' 909 Seventh Avenue, Suite 201 Kirkland, WA '98033 (425) 8274938 - FAX (425) 8273482 e-mail dougisengr@aol.com Title: ARMIDILLO SELF STORAGE Job # 00030 Dsgnr., RSD pate: 9:26PM, 30 APR 00 Description: EDMONDS, WASHINGTON Scope: FOR DENNIS CHINN T% V'� " "%Iqj' Restrained Retaining Wall Design User: KVN-OS01668. Ver 5.1.3, 22-Jwr16D0, IMn32 (c)1983-68 ENERCALC c:1ec100030arm.ecw:Calculations Description Case 2 - End Basement Wall,- 8 ft CMU over 2 ft Concrete - Soil Load + Traffic Surcharge Criteria Soil Data Retained Height - 3.50 ft Allow Sal Bearing = 2,500.0 psf Wald height above soil = 6.50 ft .% Equivalent Fluid Pressure Method Total Wall Heigh - 10.00 ft Heel Active Pressure = 11.7 Toe Active Pressure = 0.0 Top Support Height - 10.00 ft Passive Pressure 300.0 Water height over heel 0.0 ft Slope Behind Wall - 0.00:1 FootingIlSoil Friction = 0.500 Height of Soil over Toe = 0.00 in Soil -height to ignore Soil Density - 110.00 PCf far passhre pressure .0.00 in Wind on Stem -- 0.0 psf 6 Surcharge Loads Uniform Lateral Load Applied to SteIII m Surcharge Over Heel = 0.0 psf Lateral Load - 82.0 #Aft / »>NOT Used To Resist Sliding & Overtum .., Height to Top = 3.50 ft V/ Surcharge Over Toe = 0.0 psf ... Height to Bottom = 0.00 ft NOT Used for Sliding 8 Overturning Axial Load Applied to Stem 1111�11 Axial Dead Load = 405.0 lbs V Axial Live Load = 900.0 fbs Axial Load Eccentricity = 0.0 in Design Summa Total Bearing Load = ..,resuttarrt ecc. _ Soli Pressure @ Toe = Soil Pressure @ Heel = Allowable - Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel Footing Shear @ Toe = Footing Shear @ Heel = Allowable Reaction at Top Reaction at Bottom = Sliding Lateral Masonry Stem Construction 2,479 Ibs Thickness = 8.00 in 1.01 in Wall Weight = 78.0 pcf 980 .psf OK Stem is FIXED to top of footing 1,729 psf OK ✓BlOCkType = Medium Weight 2,5W psf llmmble 1,479 psf 21608 psf 14.E psi OK 2.4 psi OK 85.0 psi 18.1 lbs 387.4 Ibs Cal -cm Stab Resists All Slidi*.4 I Sliding Force --lbs Footing Design Results Toe Heel Factored Pressure - 11479 2,60 psf Abu' : Upward 837 0 ft .MV . -Downward 104 94 ft-# Mu.,' Design 732 94 ft- Actual 1-Way Shear 14.07 2.45 psi Allow 1-Way Shear = 85.00 85.00 psi Solid Grouted Footing Strengths & Dimensions fC = 2500 psi Fy = 409000 psi Min. As °fib 0.0014 Toe Width = 0.83 f Heel Width - 1.00 Total Footing Wid h 1,83 Footing Thickness 12.00 i Key Width.00 in Key Depth 0.00 in Key Distance from Toe 0.00 ft Cover @ Top = 3.00 in @ Btm.= 4.00 in Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 0.0 Ibs 0.00 ft .00 in 0.00 f Line toad 0.0 fm = 1,0500 psi Short Term Factor Fs 24,000 psi Equiv. Solid Thick. = ratio (Es/Em No'Special Inspection f la x Between i.ODO 7.600 In 25.778 @ Top Support Top & Bey @ Base of Wall Stem OK Stem OK Stem OK Design height = 10.00 ft 3.29 ft 0.00 ft Rebar Size = # 5 # 5 / # 5 �O/ Reber Spacing = 32.00 in 32.00 in V 32.00 in Reber Placed at Center Center Center Reber Depth 'd' = 3:81 -in 3.81 -in 3.61 in Design Data fb/FB + fa/Fa = O.ODO 0.340 0.829 Moment....Actuai = 0.0 ft-# 119.5 ft-# 405.0 ft-# Momertt.....Atlowable - 488.5 ft-# 488.5 ft-# 488.5 ft-# Shear Force @ this height - 0.0 Ibs 340.6 !bs Shear ..... Actual - 0.00 psi 8.21 psi Shear.....Allowable = 19.36 psi 19.36 psi Reber Lap Required = 25.E in 25.E in Reber embedment into footing - 6.00 in v Other Acceptable Sizes 8 Spacings: Toe: None Spec!d -0r- Not req'd, Mu < S' Fr Heel: 'None Spec'd -or- 'Not req'd, Mu < -S * Fr Key: No key defined -0r- No key defined k DOUGLAS ENGINEERING 909 Seventh Avenue, Suite 201 Kirkland, WA -98033 (425) 827-8938 - FAX (425) 827,.3482 e-mail douglsengr@aol.com Title: ARMIDILLO SELF Dsgnr. RSD � ". VLO STORAGE Job # OD030 Date: 9:28PM, 30 APR 00 uescnpuon: EDMONDS, WASHINGTON Scope • FOR DENNIS CHINN User. K;�.oeaiON,vws.1.a,n-Jurp-1ese.WW2 Restrained Retaining Wall Design (c) 1 OB396 ENERCALC c:1ec100030arm.ecw:Ca1cu1ations Description Case 2 - End Basement Wall - 10 ft CMU over 0 ft Concrete - Soil Load + Traffic Surcharge Criteria Retained Height = 2.50 ft Wall height above soil = 7.50 ft Total Wall Height = 10.04 ft Top Support Height = 10.00 ft Slope Behind Wall 0.00:1 Height of Soil over Toe 0.00 in So'l Density 110.00 pof Wind on Stem Surcharge Loads Soil Data Allow Soil Bearing = 2,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure - 11.7 Toe Active Pressure - 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FoatingllSoil Friction = 0.500 Soil height to ignore for,passive pressure - 0.00 in Uniform Lateral Load Applied to Stem Footing Strengths 8 Dimensions fc = 2,500 psi Fly 40,000ps*1 Min. As % 0.001 Toe Width 0.67 ft Heel Width = 1.00 Total Footing Width = 1.6711111 Footing Thickness 12.00 in Key Width 0.00in Key Depth 0.00 in Key Distance from Toe 0.00 ft Corer @ Top = 3.00 in Btrn. = 4.00 in Adjacent Footing Load Surcharge Over Heel = 0.0 psf Weral Load - 78.E #tft Adjacent Footing Load 0.0 lbs >»NOT Used To Resist Sliding 8 Overturn ...Height to Top = 2.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricfty = 0.00 in NOT Used for Sliding 8 Overturning Wall to Ftg CL Dist - 0.00 ft Axial Load Applied to Stem Foaling Type Line Load Base AbovetBelow Soil �,0 ft Axial Dead Load = 405.0 Ibs at Back of Wall Axial Live Load = 900.0 lbs Axial Load Eccentricfty = 0.0 in Deli n Summa Masona.Stem Construction Total Bearing Load 21419 Ibs Thickness 8.00 in f m = 1 1500 psi Short Term Factor = 1.000 ...resuttant ecc. = 1.00 in Wall Weight 78.E pcf Fs = 2 000 psi Equiv. Solid Thick. = 7.600 in - Soil Pressure @ Toe - 1,1 psf K Stern is FIXED to top of footing n ratio = 25.778 Soil Pressure @ Heel 1BlockKType # Medium Weight No Special Insertion Allowable = 29500 psf Soil Pressure Less Than Allowable AC! Factored @ Toe - 1,537 psf ACI Factored @ Heel = 2,842 psf Footing Shear @ Toe = 11.8 psi OK Footing Shear @ Heed = 1.9 psi OK Allowable = 85.0 psi Reaction at Top = 6.3 Ibs Reaction at Bottom = 260.4 Ibs slidin Calics Slab resists All Slidin Cates9 Sliding Force 2TO.4 Ibs, Footing Desion Results Toe- --- eel OMM Factored Pressure 11537 2,842 psf Mu . Upward 614 0 ft-# Mu' : -Downward nward ft-# Mu: Design 541 74 ft-# Actual 1 -Way Shear = 11. 3 1.94 psi Allow 1- -Way Shear 85.00 85.00 psi Solid Grouted Mmax Between a(-D Top Support Top & Base @ Base of Wail Stem OK Stem OK Stem OK Design height = 10.00 ft 2.41 ft 0.00 R Rebar Size - # 5 # 5 # 5 Rebar Spacing - 32.00 in / ✓ 32.00 in � 32.00 in Reber Placed at - Center Center Center Reber -Depth V = 3.89 in 3.81 in 3.81 -in Design Data fb/FB + fa/Fa - 0.000 0.245 0.433 Mornent.....Adual - 0.0 ft-# 47.2 ft-# 211.7 ft-# Moment..... Allowable - 488.5 ft-# 488.5 ft-# 488.5 ft-# Shear Force @ this height = 0.0 Ids 225.3 lbs Shear..... Actual = 0.00 psi 5.43 psi Shear.....Allowable = 19.36 psi 19.36 psi Reber Lap Required = 25.00 in 25.00 in Reber embedment into footinc -- 6.00 in Other Acceptable Sizes & Spacings: Toe,., None Spec`d -or- Not req'd, Mu < S * Fr Heel: None 'Spec'd -or- Not req'd, My < S " Fr Key: No key defined -or- No key defined 0 DOUGLAS ENGINEERING 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 (425) 827-8938,, FAX (425) 827-3482 e-mail dougisengr@aol.com Title: ARMIDiLLO SELF STORAGE Job # 00030 Dsgnr: RSD Date: 3:59AM, 1 MAY 00 Description: EDMONDS, WASHINGTON Scope FOR DENNIS CHINN KeV; ' 11J.7H.7 uses:xw-oeoTes6.vers.,.a,2z-iwo- 1ee9,v►nn32 Restrained Retaining Wall Design (c) e883.98 ENERCALC Description Case 3 - End Basement Wall - 10 ft CMU over 0 ft Concrete - Soil Load 3 Ie00a rm . ecw C l cu I t ions +1nd Criteria 3 soil Data Footing strengths & Dimensions r Detained Height = 2.50 ft Alm soil Bearing 2500.0 psf fe 2,500 psi Fir 40,E psi lull height above soil 7.50 Equivalent Fluid Pressure Method Min. As % 0.0014 i Total Wall Height 10.00 ft Heel Active Pressure = 11. ft _ Toe lath 0.67 Toe Active Pressure 0.0 Heel Width 1.00 L0� Top support Height 10 ft � Passe Pressure �i 3004 Total Footing Width �iF 1.67 - _ Water height over heed -0.0 ft Footin Thickness - 1 2.00 i Slope Behind Wall 0.00: 1 Footingflscil Faction 0.500 Height of Soil over Toe = 0.00 in _ Key Width 0.00 in Soilheight to ignore 1'� ire depth � .� i Soil Density = PC f r passive pressure � 0.00 in Ivey Distance from Toe 0.00 ft _ hover Top � 3.� in @ Btrr�.= .� in Wind on Stem �.� psf Surcharge Loads Uniform Lateral Load Applied to Stern Adjacent Footing load i Surcharge Over Heel 0.0 psf .0 #ft Adjacent Footing Load = 0.0 lbs Lateral Load N T � To Resist Sliding Overturn ... Height o Top� 2.50 i Footing 1�idth = 0.00 ft V ...g Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity0.00in NOT Used for sliding & Overturning Wall to Ft9 CL Gist 0.00 ft Axial Load Applied to stem Footing Type Line Load Base Above/Below soil _ ft�. Axial Dead Load lbs at Back o Wall Axial Live Load 900.0 lbs Axial load Eccentricity = 0.0 in Design ..Summary i MasonTy- TotalStem Construction ry F Bearing Load 2,419 Ibs Thickness 8.00 in f m = 1500 psi short Terra Factor = 1.330 ... resultant ecc. 0.36 in hall Weight 78.0 pcf Fs -- 24,000 psi Equiv. solid Thick. = 7.600 in Soil Pressure @ Toe1, 294 psf OK Stem is FIXEDo top of footing n Ratio(EstEm)�25.77o � Soil Pressure @ Heel = 1 ,�� psfOK.�Block Type = ll ediu 11 ei ht No s ecial Inspection - Allowablepsf 500 ,Solid Grouted M ax et rreen � 2� Soil Pressure Less Than Allowable @ Top Support Top & Base @ Base of Wall ACi Factored @ Toe = 1,955 psf stem OTC Stem OK stem OK Ail Factored @ Heel 2,423 psf Design heigh = 10.00 ft 6.27 ft 0.00 ft Footing shear @ Toe 13.7 psi OK Rebar size = # 5 # 5 # 5 Footing Shear @ Heel = 1.9 psi OK Rebar Spacing � 32.00 in 32.00 in 32.00 in p g Allowable 55.0 psi ebar Placed at Center Center center Reaction at Top = 105.9 lbs Rebar Depth 'd' 3.81 in 3.51 in . 81 in Reaction at Boftom 202.6 1bs Design Data fb/F + fa/Fa - 0.000 0.097 0.524 Sliding ealos slab F esists All Slidina I Momerr ....Actual 0.0 ft . # 202.2 ft-# 340.3 ft-# Lateral gliding Force = 262.6 lbs Moment ..... Allowable 649. ft# 649. ft-# 649," ft-# Shear FiDrce @ this height = 0.0 lbs 167.5 lbs Shea r.....Actual+ = 0.00 psi 4.04 psi Shear.....Allowable 25.76 psi 25.76 psi Footin Dueskin results Rebar Lap Required = 25.00 in 25.00 in JOW6ZVU CA F Toe feel ebar embedment into footing � 5. 0 in Factored Pressure 1 #956 29423 psf her Acceptable Sizes & Spacings: Mu': Upward = 0 0 ft-# Toe: None Sc'd -or- Not req'd, Mu < S * Fr Mu": Downward 0 74 ft# Heel: None Spec'd -or- Not reld, [1u < S * Fr Mu: Design 527 74 ft-# Key: No key defined -or- No key defined Actual 1-Way shear = 13.69 1.94 psi Allow 1- ay shear 85.00 85.00 psi 14 DOUGLAS ENGINEERING 909 Seventh Avenue. Suite 201 Kirkland, WA 98033 (425) 827-8938 - FAX (425) 827.1-3482 e-mail douglsengr@aol.com Rev: 510300 User. KW-=18W. Ver 5.1.3, 22-Jurt-1 9t VV1n32 () 103-99 ENERCALC Description Title: ARMIDILLO SELF STORAGE Job# 00030 Dsgnr: RSD Date: 12:42PM, 30 APR 00 Description: EDMONDS, WASHINGTON Scope FOR DENNIS CHINN Rebar Embedment Lengths ; e \ air .e w:C l u1 tions tom�JLV'x V1 L.-4 (I LI'Ll 1;j .. .. C . .. .�9" rO{r r r a '� .� i *mow4!i'fr'l.p�1LJ ?r r ? . :`''r t 'CiC: f, .•� i r i �' ti•.'s . Bar Size fc Fy Straight Embedment # 4 Z500.00 psi 40,000.00 psi Rebar Area Class A Splice Class B Splice Compression Splice 0.200 in 12.00 in 15.60 in 15.96 in Reinf. Location Factor (alpha) 1 Tension Embedment... Coating Factor (beta) 1 Final after adjushnents 12.000 in Lightweight Factor (lambda) 1 As req'd ! As actual 1.000 Compression Embedment... Spacing/Diameter Ratio 2.500 Final after adjustments 8.000 in Hooked Ernbedrnent..,.. Adequate Cover ? Yes As req'd / As actual 0.000 Lightweight Concrete ? No Basic Before Adjustments Final after adjustrnent 12.E in 6.000 in ram,' : T ,+YRn - '��. --'row- +y•��V�• +�• 7T +�n.l �,. •�. �. n-:-4- "- P.,x,#�, r �%'�'r.'#.n'.t;�:.�-:'!t '.L',� 1-- '!uG 3 +�'ri!r.�` ! 'i�'�, - - rF'"&g. f.�`�+el �. 'Jr � :���..r� �f� �+� �fr-. a..'�:. T� �-rorh r V.' .i. #+rill F�3 rJ.'r y. y- �.y� r+ri �*�(: i��'t w J�t�.... � 1 •'�t• �.■ �.; Y' T r If i. J � � �. Bar Size # 4 Rebar Area a.20a in fc 2,500.00 psi Class A Splice 15.60 in Fy 40,000.00 psi Class B Splice 20.28 in Straight Embedment Compression Splice 15.96 in Reinf. Location Factor (alpha) 1.3 Tension Embedment... Coating Factor (beta) 1 Final after adjustrnenis 15.600 in Lightweight Factor (lambda) t As req'd / As actual 1.000 Compression Embedment... Final a Spacing/Diameter Ratio 2.500 after adjustrnents 8.000 in Hooked Embedment..., Adequate Cover 7 Yes Basic Before Adjustments As req'd 1 As actual 0.000 Final after adjustment Lightweight Concrete ? No Bar #3 Usin Bar Size fc Fy ACI 318w95 Methods Straight Embedment Reinf. Location Factor (alpha) Coating Factor (beta) Lightweight Factor (lambda) As req'd / As actual Spacing/Diameter Ratio # 5 2,500.00 psi 40,000.00 psi .00 2.500 Reber Area Class A Splice Class B Splice Compression Splice Tension Embedment... Final after adjustments Compression Embedment*,, Final after ad ustn ents Hooked Embedment.... Adequate Corer ' Yes Basic Before Adjustments As req'd As actual 0.000 Final after adjustment Lightweight Concrete 7 No 12.000 in . 'err 0.310 in+ 15.00 in 19.50 in 16.63 in 15.000 in 10.000 in 15-CM i 7sOOO i DOUGLAS ENGINEERING 3 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 (425) 8274938 - FAX (425) 827,m3482 e-mail dougisengr@aol.com Rev- 510300 User. KW -WO t888. Var 5.1.3, 22-dur�1989, Win32 (c) 1983-99 ENERCALC Description Bar #4 Usin Bar Size fc Fy ACI 31845 Methods Straight Embedment Title: ARMIDILLO SELF STORAGE Job # 00030 Dsgnr: RSD Date: 12:42PM, 30 APR 00 Description: EDMONDS, WASHINGTON Scope: FOR DENNIS CHINN Rebar Embedment Lengths # 5 2r500.00 psi 40,000.00 psi Reinf. Location Factor (alpha) 1.3 Coating Factor (beta) I Lightweight Factor (lambda) 1 As req'd / As actual 1.000 Spacing/Diameter Ratio 2.500 Hooked Embedment...: Adequate Cover ? As req'd / As actual Lightweight Concrete 7 Bar #5 a. Usin Bar Size fc Fy Reber Area Class A Splice Class B Splice Compression Splice Tension Embedment... Fine! after adjustments Compression Embedment... Final after adjustments Yes Basic Before Adjustments 0.000 Final after adjustment No ACI 3181*95 -Methods Straight Embedment B 250.00 psi 40,000.00 psi Reber Area Class A Splice Class B Splice Compression Splice V Reinf. Location Factor (alpha) 1.3 Tension Embedment.. �--�._�.�-----��.----- Coating Factor (beta) t Final after adjustments Lightweight Factor (lambda) 1 As req'd I As actual 1.000 Compression Embedment... Spacing/Diameter Ratio 2.500 Final after adjustments Hooked Embedment,... Adequate Cover ? As req'd 1 As actual Lightweight Concrete ? sh Yes Basic Before Adjustments 0.000 Final after adjustment No :s 0 rm. w:Ca1 u1 bons l' 0.310 in 19.50 in 25.35 in 16.63 in 19.500 in 10.000 in 1 .WO in 7.000 in .440 in 23.40 in 30.42 in 19.95 in 23.400 in 12.000 in 18.000 i BAOO in J� • DOUGLAS ENGINEERING 909 Seventh Avenue - Suite 201 KIRKLAND, WA 98033 (425) 827-w8938 9 FAX (425) 827=3482 C " (.0sk \fj k L--'L- Z)e:!& I ( ,N wwo JOB SHEET NO. � OF J CALCULATED BY I DATE CHECKED BY DATE 1 Ifs SCALE 6; no aT W- r, \pj -P o LA r, dffift Pow %WML Z.Z C�LO!>Iz )14 aodc!- Vj VV, 71 _ 1( I r N ftb ..ff lop ?04 nT I A L %7 6tJ C L,0 1 } hL zq IL . IMA R C.W IL 0 \IV i plrr� p � f y 167 Y� b h i e CA mw 0 Vi 0-0) Co I 67'\�j :w p IT'4 W,rj0 = cQ�g3 p p offolb 0-14 PZw)- ( "N T I� It 0 a pl�-..--, f Ila 3,0 \ Ammo 1 0 (o t -2- son + k 70-L0 ) -P + 0 V4PWOW dbuo 1mmomp -Irl .4 ,004 VA/ 0 J." 1 j * r 4 [��` �(�} 1 #1 + t j I- { ��''�� yF { it 5 1� iiy tt%7 i.il� • 7 �f C � } e * + � � i.. PIL).6:'Lc._t". {.�a.57 S*. L1y�.. 1 {;..�i tfj t:i�{i. tit J, i�I: ti*&,14 11,? $F.+ �. , • +i �~+'.+"; -- .. JOB • DOUGLAS ENGINEERING 909 Seventh Avenue - Suite 201 KIRKLAND, WA 98033 (425) 827 = 8938 • FAX (425) 827 -a 3482 SHEET NO. � � � Z OF CALCULATED BY CHECKED BY SCALE 1"(0 P L 7 1 Vi,Aors Cmu L,��y `P/A�. A 2 U f3 L -tIIIIIIIIIIIIz , - . , .-V DATE DATE M WWI J,F( '20 L�L -2, +5 ` �� • qhLill z1oftlelld M# Acre 0l c- r 1 oz rq . I� +A•. �-�-� + C. , 4 r ' ' ' • `'I op Lt�/tiL o%arl- R-0 Ph z come I-D AS,,,�„ _ co.00a7l(8��,�)(iz���r j�o.o��z��j� s�4= o.ob,Z35,.�� oe-7z mww 0 4 0 ozo -,- o 4 oDmq.7 a•3lwt �-7 -�6z1:.14) NIrTJ � �)2 7>a,al7O7M.,� �� i), M3 3" PI OEM= tl () II 32 P'Irt- -PA INTouoi� I�Se �S@?2��oc L�' �Wfl� \6JA�� COL LD�(ID"nD �� C-17��C�P. LINSPec�ifM/ PL 'T o I 111/r or � QSE �,.I � 20U��,'f'iA Pro, Llt.� i ul0,i�.o�T catr Foe%--- Z-%, � 4.0 now -,�Ir zo 4+ li���illillillilljlllllllllI'll i��Illljj 1 4 " I /I IIIIIII . ztwe 400 IIII 4 RVI p �.l S @ 2� ! o ootclo G;Atl EB T4rWofJrinI*7i ery ict., •i10LL rR E It-.3 1�-h�Fa-+; DOUGLAS ENGINEERING 1k 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 (4251827-8938 - FAX (4251827--,3482 e-mail dougisengr@aol-com Rey: 510301 lJser: KW43601868, Ver 5.1.3.22-Jiar1899, W102 (c) 1883-89 ENERCALC Coo M Lk 3 Title: ARMIDILLO SELF STORAGE Job # 00030 Dsgnr. RSD Date: 421AM, 1 MAY00 Description: EDMONDS, WASHINGTON Scope: 0 Masonry Wall Desi gn .I�w*' +%r}-0%S'rWA *sr '^V U'1; ;rVh..;.7Ljr 4 a t£�r' i ►""ix+ q�' 46 %'"-04!4VA*"r J+��,5y'.lf 7r'%' FOR DENNIS CHINN Ae rm .ecw:CMU Wall Calculation I Description Building 3 - Top Level Continuouss CMU Wall _ A ,_ , Ta 0 �rvo(\-f General Information Wall Height Parapet Height Thickness Rebar Size Reber Spacing Depth to Reber Loads Uniform Load Dead Load Live Load Load EccentricityFloor Load Design Values 8.67 ft ve"' Seismic Factor O.00ft CalcofEm=fm* Duration Factor 8.0 in Wall Wt Mutt. 5 32 in 3.810 in @ Center t -20 "?Cos 1 tn-," T.." a 11 fa . Vol d '69k Calculations are designed to 1997 UBC Feq ��0 fm 1: 00. 0 psi 750.E 11" Fs 24,000.0psi 1.330 No Special Inspection 1.000 Solid Grouted Medium Weight Block Equivalent Solid Thickness 7.600 in Concentric Axial Load 10.000 #Ift Dead Load 62.500 #/ft ./ Live Load 1.810 in Roof Load IpO E 1,125,000 psi Reber Area n : Es / Ern 25.778 Radius of Gyration Wall Weight 78.000 psf Moment of Inertia Max Allow Axial Stress = 0.25 Pm (1-(h/140r)"2) • SpInsp Allow Masonry Bending Stress = 0.33 Pm • Spinsp Allow Steel Bending Stress = Load Combination & Stress Details Summary Top of Wall DL + LL DL + LL +Wind DL + LL +Seismic Between Base & Top of Wall DL + LL DL + LL +Wind DL + LL +Seismic Wind Load 31.200 psf 0.000 #ift 0.000 #!ft �o rL.--s I'm. +- 160 L 0.116 in2 2.205 in 443.320 in4 166.20 psi 247.50 psi 24,000.00 psi uirements np 0.06554 j 0.89920 k 0.30240 2/ kj 7.35512 Axial Bending Stresses Axial clot: Moment Load steel Masonry Compression fb/Fb + fa/Fa in-# lbs psi psi psi fas 131.2 72.5 329.55.5 0.79 0,0272 131.2 72.5 29.5 5.5 . 79 0e0272 131.2 72.5 329.5 5.79 0.0272 31583.8 41 . 199 . 151.3 . 3 6 20379.1 410.6 5,973.E 100.5 .43 30 Summary Wall Design OK 8.67ft high wall with 0.00ft parapet, Med Wt Block wJ 8.00in wall w/ #5 bars at 32.00ino.c. at center Governing Load Combination is.... Dead Masonry Bending Stress Steel Bending Stress Masonry Axial Stress Combined Stress Ratio Final Loads & Mioments Wall Weight moment @ Mid Ht Dead Load Moment @ Top of Wail Dead Load Moment @ Mid Ht Live Load Moment @ Top of Wall LiveLoad Moment @ Mid Ht Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = + Live + Wind Between Top & Bottom 151.32 Dsi 81998.40 psi 4.50 psi Ow6385 < 1.3300 (allowable) 338.13 lbs Wend Moment @ Mid Ht Seismic Moment @ Mid Ht 18.10 ink# 9.05 in-# Total Dead Load Total Live Load 113.13 *i# 56.5E in-# ,1. ire-# 151157.24 1 bs 3,517.90 ire-# 2,313.02 in-# 10.00 lbs 62.50 lbs 4 A JOB DOUGLAS ENGINEERING 909 Seventh Avenue - Suite 201 KIRKLAND, WA 98033 (425) 827m$938 o FAX (425) 827=3482 w SHEET No. G rn LA, +000, of CALCULATED BY I DATE EKED BY DATE SCALE n t'j �4- 0 U S. C. M �; Ir o/ C) c), 1) t-.-- f %a* mmmmw-mm� OF � + �+ ti m LA f Sp rr • �' 4 If ILI -0" cf rcir -4r/ w�NrJ pe 2. 0- J ` 6 uT� f7 Aft wax L I o ' () ir r- X -?e2 U8� t603.6 1-4L� ifl�p�. �:r��-•l � �ii NPMEP- bi-% i./ CA3 C #7ir r. WOW t 2.00 4 � 2 { �i Q : j��Zoc� .�b�- Pav, � ?1 A CZ r S zo D JML �5 PINc' =pip 2w. 0 ()`B/pr r FT = 3O :ice tp:) c. (5) 14- (A do Tof ocipflor cAl WEBS T�,r "j)rinIiiiq %ervic TOLL- r-�� E t-�3�1,�-h3i--f-% 42 ML-Ft#.!�. 4sP-�:!l-.!? ticIn11I eltI, 1,11H 0-bj-)'�� DOUGLAS ENGINEERING 909 Seventh Avenue, Suite 201 S Kirkland, WA 98033 (425) 8274938 - FAX (4251827-3482 e-mail douglsengr@aol.com Title: ARMIDILLO SELF STORAGE Job # 00030 Dsgnr: RSD Date: 4:51AM, I MAY00 Description: EDMONDS, WASHINGTON Scope Uw. KW4=1 M, Ver 5. 1.3. 22-Jun- 1 M. Wn32 Masonry Wall Desigr "h . , -.h -W' f Description Bottom Level Continuous CMU Side Wall r :S Y t„ '.�Y C i - '* #-. .ii�`• M w .r• .-1 a. *ti +1 it :. tv • #. f•,- r ►.'• a r {F.s- 'yam♦;- ', i �4 t' GYM "." If T" o S�-v o 1r\ ` General Information v Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar Dead Load Uve Load Load Eccentricity Floor Load Design Values 9.67 ft Seismic Factor 0.00 ft Calc of Ern = fm Duration Factor 8.0 in Wall Wt Mult. 5 32 in 3.810 in @ Center Co,T,ceTtT',C4x1'a1 a 119.000 #/ft Dead Load 219-000 #/ft Live Load 1.810 in Rooi Load E 1,125,E psi Rebar Area n : Es / Em 25.778 Radius of Gyration Wall Weight 78.000 psf Moment of Inertia Max Allow Axial Stress = 0.25 f m (I -(h/1 40r)A2) ' SpInsp Allow Masonry Bending Stress = 0.33 Pm • SpInsp = Allow Steel Bending Stress = Load Combination & Stress Details Summary Top of Wall DL + LL DL + LL +Wind DL + LL +Seismic Between Base & Top of Wall DL+LL DL + LL +Wind OL + LL +Seismic FOR DENNIS CHINN cAe600030arm.ecw-.CMU Wall Calculation Calculations are designed to 1997 UBC Requirements 0.2870 fm 1 r 0. 0 psi 750,00 Fs 241000.0 psi 1.330 No Serial Inspection 1.000 Solid Grouted Medium Weight Block Equivalent Solid Thickness 7.600 ire 0.000 #ift 0.000 #ift 0.116 i 2 2.205 in 443.320 in4 161.00 psi 247.50 psi 24,000.00 psi Wind Load 31.200 psf np 0.06554 j 0.89920 k 0.30240 2 / kj 7.35512 Axial Bending Stresses Axial Maximum: tom res ion fb fa/Fa Moment Load Steel Masonry� in-# lbpsi� psi fS-* 611.8 338.0 11536.1 25.8 3.71 0-1274 611.8 338.0 11536.1 25.8 3.71 0,1274 611.8 338.0 11536.1 25.8 3.71 0e1274 305.9 715.1 768.1 12.9 7.84 061009 49687.3 715.1 11, 769.3 197.9 7.84 oO8484 31453.2 715.1 8,670.E 145.8 7.84 0,6379 Summary _ Wall Design OK 9.67ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall wl #5 bars at 32.00ino.c. at center Governing Load Combination is.... Dead + Live + Wind Between Top & Bottom .mpp Masonry Bending Stress 197.92 psi Steel Bending Stress Masonry Axial Stress Combined Stress Ratio Final Loads & Moments Wall Weight moment @ Mid Ht Dead Load Moment @ Top of Wall Dead Load Moment @ Mid Ht Live Load Moment @ Top of Wall LiveLoad Moment @ Mid Ht Maximum Allow Moment for Applied Axial Load Maximum Allow Axial Load for Applied Moment 11,769.35 psi 7,84 psi 0.8484 < I. 3300 (allowable) 377.13 lbs Wind Moment @ Mid Ht Seismic Moment @ Mid Ht 215.39 ire-# 107.70 in-# Total Dead Load Total Live Load 396.39 ink 198.20 in-# 5,861.60 ire-# 14, 3.24 lbs 4,37 .21 in-# 3,13 in-# 119.00 1bs 219.00 lbs r JOB ' DOUGLAS ENGINEERING 909 Seventh Avenue - Suite 201 KIRKLAND, WA 98033 (425) 827 = 8938 FAX (425) 827 - 3482 SHEET NO. to m � 1cp OF CALCULATED B DATE CHECKED BY I DATE SCALE V o'm Wvl LE/tom Cxv-j %v GNU o v � C m j EN G \o\jA L.L. � Tw � S� o(\-i w . #..,, too -00 k o TA $,)b p iq m7 4m -mom ILI � � � +•.ram �� r � � .. � `r � � '� f � r� �+ � � .+. fii T mom a.r # ,r zic)5� PCA kir 4 rok c� rPR � � � o � � � s � � SCE? I � � � � �I�� r r �c c. , • ��4 �. ��..,Q �,�.i � ti Dr�� �� 0p93A L is P� / j �� gfl�u,nn LeV�Gu��"v�ovsG'1')I� S�fle�AcL ('kccs� (.1cm, B tA , go ��`G Z4'ocYNA/ t DOUGLAS ENGINEERING Gm vt '7 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 (425) 8274938 - FAX (425) 827-3482 e-mail dougisengr@aol.com Rev: 510301 laser; KW-0601889, Ver 5.1.3. 22-Jurw1899. WIn32 (c) 7983-99 ENERCALC Description Title: ARMIDILLO SELF STORAGE Dsgnr: RSA Date: 4:42AM, Description: EDMONDS, WASHINGTON Scope Masonry Wall Design Bottom Level Continuous CMU End Wall FOR DENNIS CHINN Job # 00030 1 MAY QQ c:\ec\00030arm.ecw:GMU Wall Calculation , fi F iF # . �ti `,� + -fir`' ; i 4'.M i + f j� l 4-! � JI. �. r4 ',�'r" # '14 ,a i" "' 1. � 't ~I_ 'i y ` � ki. 'J`�,ri .V +l rt * 't •7'�;{ t f � �liJ'! 4`i �++ :' �t }r� * "'r i w � .l' r#* '-p + i•''#'�+5 .^'4 �#* 4Y 9f ^ # L�L�µ lzr� . 7a+ITi '� �," +'!'W; X1 . Yl '[ .1 + k"! f_ � +. F+ I a•KTYT ���� � ,�� ,��`. �!`,r; 'r �'-� 1 �'�: �'�F� 5,���'� .� t 1 � �. i. '4. �L'r•�.. '.i l� ��: �� r ��1,�3�+.,�FG iS' eY - �� ,. *�i.. t l��'Y � 4 r� •. 1 Wall Height 9.67 ft Parapet Height 0.00 ft Thickness 8.0 in Rebarr Size 5 Reber Spacing 82 in Depth to Rebar 3.810 in Seismic Factor Calc of Em = tm Duration Factor Wall Wt multo @ Center 0.2630 fm 750-00 Fs 1.330 No Special Inspection 1.000 Solid Grouted Medium Weight Block Equivalent Solid Thickness 1 1500.0 psi 24,000.0 psi mw$r-t"' y� rw4+'*/r'ri•+ 1►.ww�,, +w..rt�,:•'.1; +x*{�,.I�ryiw.. *';+ -0�4i4�1•'�! yrr,*.',i:�"'+xy.K+py�rr�•I+-F-'�yryy$:r��}�}a�a•r�,Lr.:w.*i"', ���*-"�'+.�r�',:'+7r:*-v1'irl,`�l,�+Ct�:�#.;': . i _ ' f--I+ . " .1 # , - `I r ++�. a ''� 3 � 1 �.Ir +4' F . r"'y+ #�LiC r+ ..'I .RJR'•. . J��# � . f,.� 1 ti t r UnifoRn load Dead Load Live Load Load Eccentricity Floor Load 424.000 #/fi 11025.000 #/ft 1.810 in Concentric Axial Load Dead load Live Load Roof Load 0.000 f 0.000 #ft Wind Load 31.200 psf i�!"�t: `� ti 'Y'J 'ti �,1 r. �[ �. #r+ it �f Yt' i" 7^ 1rfi'l': St*#-* 'S: i�r r�'' 4,+ f"'� # �. ♦;i :�"�iT �. *! a•i}iE_+' 7.CTM� L'i r ;L14iF�[s. �r - -- - i_ = -- E 1,125,O00 psi Rebar Area no. Es/Em 25.778 Radius of Gyration Wall Weight 78.000 psi Moment of Inertia Max Allow Axial Stress = 4.25 f m {1-(h/14Qr) "2} • Spinsp Allow Masonry bending Stress = 0.33 fm ' SpInsp = Allow Steel Bending Stress = Load Combination & Stress Details Summary Top of Wall DL + LL DL + LL +Wind DL + LL + Seismic Between Base & Top of Wald DL +LL DL + LL + Wind DL + LL + Seismic Summary 0.116 in2 2.205 in 443.320 in4 161.00 psi 247.50 psi 249000.00 psi np 0.06554 j 0.89920 k 0.30240 2 ! kj 7.35512 Axial Bending Stresses Axial um: Maximum: Moment Load Steel Masonry Compression 1 b/Fb + falFa in-# lbs psi psi psi fiws 29622.7 11449.0 6r585.3 11 .7 15.89 0434611 2,622.7 1, .0 69585.3 110.7 15.89 Oa6461 2t622.7 11449.0 61585.3 110.7 15.89 Oe6461 11311.3 11826.1 3,292.E 55.4 20.02 1 50785.8 1 t82 .1 149 27.3 244.3 20.02 1w1114 41338.1 11826.1 101892.5 183.2 2 l 2 01645 9.67ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 32.00 Governina Load Combination is.... Dead + Live + Wind Between Top & Bottom Masonry Bending Stress Steel Bending Stress Masonry Axial Stress Combined Stress Ratio Final Loads & Moments Wall Weight moment @ Mid Ht Dead Load Moment @ Top of Wail Dead Load Moment @ Mid Ht 377.13 Ibs 767.44 i n-# 363.72 *I --# Live load Moment @ Top of Wall 1,855.25 ink LiveLoad Moment @ Mid Ht 927.63 in-# Maximum Allow Moment for Applied Axial Load Maximum Allow Axial Load for Applied Momer� 244-30 psi - 14,527.33 ps 20.02ps 1w1114 < 1,3300 (allowable) Wend Moment @ Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Live Load ,861.60 in-# 141683.24 1 b Wall Design OK ino.c. at center 4,37 .21 in-# 2,877.3E in-# 424.00 Ibs 1 0 025. 00 1 bs JOB DOUGLAS ENGINEERING 909 Seventh Avenue - Suite 201 KIRKLAND, WA 98033 (425) 827 w 8938 o FAX (425) 827 m 3482 E-mail: dougisengr@aol.com SHEET NO. F CALCULATED BY DATA CHECKED BY I DATE SCALE N <, To n.ti �cTN i 3 N r�. d v S � i`� LA 1=rJr vvk4w. L.- -- ao.., �.4C,�., { T CA LA 7 )z ?A M-1 7 A C %1_0 lie T r r { 5 r 1 a � r i r� 3 x t i s �'" U! qMdo �wc... La+�+•i+�. .�-+ �r.rrr �,.w„�r..-�+,r.���•.....+..+r.�.w...�....�-w.�.r��4�e..r..-..�-�+.�+.�.r.�t�,..� ....,.t�..�...r,.��.�-�..�.�� _;�. �,�.-.......�...t����_......�f.��..��_...�...��rt.��..._..._..�.�.��.�.......r. jo F7 .Pr. ? V0 �. . j .- I * p 1-31 hr 1-t L7 `— 41 IMP 0 �0 %4 S 9 eo� c % r, I e, -=;, uvw� ow 5 rq, qmpppw IL 1 MAP i3oL46'rs G� 2�0� mAy 1 0 It 0, L_ , To fleor #of ',-Alt NFBS CUST4--wM`pr;nx1nq %ervice TOLL FRE S-:��'w(�_t,��F� �'; ��! . "I �., ,.� :r,� ��� +i ;•r �t,� ;#!� ��;� # {, y L { n ,� �1; r cM �� r DOUGLAS ENGINEEFUNG ritle: ARMIDILLO SELF STORAGE Job # 00030 lb 909 Seventh Avenue, Suite 201 Dsgnr: RSD Date: 6:25A M, 1 MAY 00 Kirkland, WA 98033 Description: EDMONDS, WASHINGTON (425) 827,48938 - FAX (425) 8274482 Scope : FOR DENNIS CHINN e-mail dougisengr@aol.com Rx. 310707 User.,15W.V«g.,.3,22-Jw,M.Win3= Masonry Wall Design (a +ee�ee a�ncwc c:\ec100030arm.ecw:CMU WaII CalculationliIllilljillliiii - Description Continuous CMU End Wall -Building 1 General Information Wall Height Parapet Height Thickness Rebar Size Reber Spacing Depth to Reber Loads Uniform load Dead Load Live Load Load Eceentricfty Floor Load I Design Values 10.00 ft 0.00 ft 8.0 in 5 32 in 3.810 in 44.000 #/ft 275.000 #!ft 1.810 ink' Seismic Factor Calc of Ern = f m Duration Factor Wall Wt Mutt. @ Center Concentric Axial Load Dead Load Live Load Roof Load Calculations are designed to 1997 UBC Requirements 0.3360 fm 1,500.0 psi 750.00 Fs 24,000.0 psi 1.330 No Special Inspection 1.000 Grout @ Reber Only Medium Weight Block Equivalent Solid Thickness 4.900 in N;,,i I OOI 1110i0 Wind Load 27.800 psf dll 1+'J.Y+!/Ji��t'.�'rri .1{: f"`'' ��4Rt r ■f�y���"' '�"t'7 'T`.i:f`� l.�`����.'�Vr ���iF+���*� �y�r�iT'7_il �`��J i�l �;i 5�:. �f�i-1�, T■. .r'. �aG. 1,1 25t000 psi Rebar Area 0.116 in2 np 0.06554 n . Es/Em 25778 Radius of Gyration 2.487 in k 0.30240 Wall Weight 55.000 psf Moment of Inertia Max Allow Axial Stress = 0.25 fm (1-(h/140r)"2) ' SpInsp Allow Masonry Bending Stress = 0.33 fmSpinsp = Allow Steel Bending Stress = . Load Combination & Stress Details Summary Top of Wail DL + I.I. DL + I.I. +Wind DL + LL + Seismic Between Base &Top of Wall DL + LL DL+LL+Wind DL + LL +Seismic Summary 363.660 i n4 165.23 psi 247.50 psi' 24,000.00 psi i 0.89920 2 / kj 7.35512 Axial BendingStreams Axial Maximum: Moment L! Steel MasonryCompression rio n ..F as in-# lbs psi p psi t" .4 319.0 11449.8 24.4 8.43 0w1313 577.4 319. 11 .8 24.4 5.43 0e1313 � .4 319.0 11449.8 24.4, 5.43 0v1313 288.7 524.9 12.2 10.10 .,110 4F463.6 594.0111207.5 188.5 10.100*8226 31068.2 5,94.0 71703.9 129.6 10.10 . I 0.00ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 32.00ino Governing Load Combination is.... Dead + Live + Wind Between Top & Bottom Masonry Bending Stress Steel Bending Stress Masonry Axial Stress Combined Stress Ratio Final Loads & Moments Wall Weight moment @ Mid Ht Dead Load Moment Top of Wall Dead Load Moment Mid Ht Live Load Moment @ Top of Wall LiveLoad Moment @ Mid Ht Maximum Allow Moment for Applied Axial Load Maximum Allow Axial Load for Applied Moment = 275.00 16s 79.64 in-# 39.82 in-# 4. in-# 248.88 i 188.47 psi 11,207.49 psi 10.1opsi On8226 < 1.3300 (allowable) Wind Moment @ Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Live Load 5,861.60 in- 90715.32 i s Wall Design OK .c. at center 4,170.00 in-# 2,772.00 in-# 4a.oo ibs 27s.oo ibs DOUGLAS ENGINEERING 909 Seventh Avenue - Suite 201 KIRKLAND, WA 98033 (425) 827 w 8938 • FAX (425)827-3482 JOB SHEET NO. C'� � � �I OF CALCULATED DATE SCALE .. 1 ()rTjC, op CL rT- C, gi L4(10,11 p -.dip .,. �. 16 1%. op JL QL I ot OL I) dir N4 cipt#. L. w "Mm tv bV � Conft�j faIFT P� mom- E.I:LQ5 LIW- em� f df r 517 yr r Dr�{)n�- �) Q��� Cry = t�•�� jo-l/��.iQC T(3Cf6-µ 1 t- odI nj orte- Z 01 �..,�9 F� �N« �..nNp V( -77 ps= � �'33�"tao)I1.33= i3�1���� I9 -NNW A - fr7 T ) d' S � 100 �r� e- �T0�1. �.i� C�.1 YV1 N 14n�/rTX z � = %3 ' :. 1 LWASTWrL 02 /,,Or 9 P-) (I Sl rr, fetL1I sc I � II H- Fo rI..o ',I, . A-.4 soLi / 047D I Zeoekj 9 1 A'o c U-qo / f 114k L0.4LPJ =. 50ztw-! vigot--1- oPt=fL A-rroLt cox, ro %6"7— 9 . °i► � � r3 +-i S � u Sa o�—TS M!pj lit u m Ct' &AL c r DOUGLAS ENGINEERING C-a-rlq LA, 11 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 (425) 827-8938 - FAX (425) 8274482 e-mail dougisengr@aol,.com Title: ARMIDILLO SELF STORAGE Job # 00030 Dsgnr. R IS D Date: 5-.16AM, 1 MAY 00 Description: EDMONDS, WASHINGTON Scope FOR DENNIS CHINN A ask. • .ae r + i w i �* +''ti r • Y•.r 'ti. ti .y� ""V �, :r.fi, • r .� ,yY �• 'S'**'a` Kf MLY r. M f i# !'+"u •f1 fi * �.. ,, . * *i �' �.�' } r`� i ` . • � �' �" ' �' , "y+ ^;= w"+.: rti' +t= t + '%+' k}r �•� •r •' . f� } Y,- III .� r� ,r" '.+yr *'�" ,L .k� ' - . J4�'r"'. , M_ "`15,"�'i ar= - `''� � !; sa =" i*•ir�'' r �r+a _� _ "iC' � " F .i'f ,. ': `.'fix"` '2�""' L 't' ' , XT' L irp *e" ' V?I R''r�4i Description Top Level CMU Pilaster= 1/2 RLL + WL * r V1I It M ta* *I A&W I a t - a i *Ar�•"�•'f�'ff'-' Tw. ►� r. ,*r+'+'�sre'--Vr#"' 4�U,'hYit` �r�nr#i �-y "�/'•rf��� a a 1{ r_ r, �+ /R .. � _ r i �_ � . r !+ + i 4 � -� �f*a" t + +k • * 1 'L t f � 4 f _ # .� rY +.'[ ' , # -{w l _ Y' J �k y.t i• F �. � ..�j° wr �. it _ *. 1 • r+ _ _ I. Wall Height Parapet Height Thickness Reber Size Reber Spacing Depth to Reber 10.00 ft Seismic Factor 0.00 ft Calc of Em = fm* Duration Factor 8.0 in Wall Wt mult. 5 Sm 5.250 in @Edge 0.2630 f m 750.00 Fs 1.330 Special Inspection 1.000 Solid Grouted Medium Weight Bloat Equivalent Solid Thickness 11500.E psi 24,000.0 psi *Ars/i*ow}i •! i#r iI '{i R'�+'ir srl4 i �4h' iy� 4t+� ��* +t# !}�If*f^',k •#� Mi.Fir Fi,y+�!4Y"f+''+ ti'w. {l yam, + /#� f INN-�lt v� s .•� Uniform Load Dead Load Live Load Load Eccentricity Floor Load Design Values 383.000 #/ft 259.000 #/ft 1.810 in Concentric Axial Load Dead Load Live Load Roof Load E 1,125,000 psi Rebar Area n : Es / Em 25.778 Radius of Gyration Wall Weight 78.000 psf Moment of Inertia Max Allow Axial Stress = 0.25 fm (1-(h/1 40r)"2) " Spinsp Allow Masonry Bending Stress = 0.33 fm " Spinsp&I Allow Steel Bending Stress = Load Combination & Stress Details Summary 0.000 #/ft 0.000 #irt 0.465 in2 2.205 in 443.320 in4 318.32 psi 495.00 psi 24k000.00 psi Wind Load 1 as.oao psf np 0.19026 j 0.84824 k 0.45528 2/ kj 5.17883 Axial Bending Stresses Axial Maximum: Moment Load Steel Masonry Compression fbtFb + fa/Fa Top of Wail ink tbs psi psi psi f-W ss DIL + LL 11162.0 642.0 561.2 18.2 7.04 4.0589 DL + LL + Wind IoI62.0 642.0 561.2 18.2 7.04 0.0589 DL + LL + Seismic 11162.0 642.0 561.2 18.2 7.o4 0.0589 Between Base & Top of Wall DL + LL 581.E 1,032.0 280.6 9.1 11.32 O.Q539 DL + LL + Wind 226484.9 10032.0 10,858.2 352.1 11.32 0,7488 DL + LL + Seismic 39685.5 11032.0 10779.8 57.7 11.32 0v1621 MAE= MEW Summary „ , � L Wall Design OK 10.00ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 8.00ino.c. at edge Governing Load Combination is.... Dead + Live + Wind Between Top & Bottom Masonry Bending Stress Steel Bending Stress Masonry Axial Stress Combined Stress Ratio Final Loads Moments �'i ;'�r.`41i'.�`;iti. '+�;�F��";,;,",�� 1,�'.�.`+F-�` Ft�:,`�'+r�L�'?"*� r,�tF^r"••f1►:s:�#�''tiy4" Wall Weight moment @ Mid Ht Dead Load Moment @ Top of Wall Dead Load Moment @ Mid Ht Live Load Moment @ Top of Wail LiveLoad Moment @ Mid Ht Maximum Allow Moment for Applied Axial Load = Maximum Allow Axial Load for Applied Moment = 352.06 psi 10,858.24 psi 11.32 psi 0.7468 < 1.3300 (allowable) 390.00 lbs Wind Moment @ Mid Ht Seismic Moment @ Mid Ht 693.23 in-# 346.62 in-# Total Dead Load Total Live Load 468.79 in-# 234.40 in-# 31,613.57 in-# 29,030.96 Ib 21,899.99 in-# 3rO77.1 0 in-# 383.00 [bs 259.00 ins f,1 • DOUGLAS ENGINEERING 909 Seventh Avenue - Suite 201 KIRKLAND, WA 98033 (425) 8274*8938 • FAX (425) 827v*3482 r .OFT HIGH .soe SHEET NO. Coo M. iJr OF CALCULATED BY DATE SCALE oc,. Testis �R�c TOP L..�V�� C-10"I� ���T�S, t�`a�, z - �, = '0�3 I YX °�1�a�1=�1��a.WNW 0 Tri %S Few 2 (00ijr) p� ^ �ZS �F P Lt. i 6colul'43zo = 0 ISC I (j>L lf�-O 1 � Fo o, N Jrrr Z tjoo4 C(.^«J Fon w•up s ✓Yti l � FT - i W � Zo. a �� = _I S L� �I�f )<zw = J PsLwo +rJ 7 0 60i r tk �6 C (2m * s W1 ammmm r t 0 140-Ef.-W W. IF mop 4- 0 F'ler 09;oc U6113,7- p z' wwwr !;8 '/c N��� e EmA c�+ C6 L.L1+��+-Asr�n. 5c���a Gr�v�oc wo5�������� ��. I l 1 Fprt, Z �� AC, �o�.�1. 3 Z. oy� �rs; A*�c�, `4 � �A C r+ Pi +-IDS T—at 2 q-alFi'L a&+ d0L Lop a to Lr 0p=lpL rrA cpm W S6 Air lflk mmm� 5 0 -1rE2L�� N ° j iao��s = I�t�g = (,9.3 �v��s � usE V im go`rsry���mam�EA�nlb"t���s�e2 S' C) DOUGLAS ENGINEERING Title: ARMIDILLO SELF STORAGE Job # 00030 909 Seventh Avenue, Suite 201 Osgnr: RSD Date: 6:48AM, 1 MAY 00 Kirkland, WA 98033 Description: EDMONDS, WASHINGTON (425) 827-8938 - fAX (425) 827,3482 e : FOR DENNIS CHINN e-mail dougisengr@aol.com • #' 1 • is ..., _ •t w =4 - �.�ti_ �" `.# � 1. MwFwT.wI *.vw 1.+fir-y*+. +,',�,-'fX-.i!`� _*.t, a- got -; 'fi *r �c:It, fa Description CMU Pilaster - 10 ft Trib Area F11 Lei a 11r,-1 M61 i F•.*' +M'-j'r' * '•rl'�,-7#`.��t.'i: .' Y. 'i�` '3fi Tom; .+�" '46 *' f. :.# ,!l'�ii` .3�#y-*#•.^iti4' - -- 'Yt--+ L'S.q J� + �i.+ ,l7�'1R'*y {�x ti ..f' 1i�-r+*r . +�- � ." {^� `a+rr= 4 i+' S- : r .. r J * ' .7±:i �1►?'i7, 4a ■?` �.. �. _ • b iFrY' � � " . r*+' ' + r r+�*'`. '� _ �'' - - - „ Wall Height Parapet Height Thickness Rebar Size Rebar Spacing Depth to Rebar 10.00 ft Seismic Factor 0.00 ft Calc of Em = fm� Duration Factor 8.0 in Wald Wt Mint. 5 8 in 5.250 in @Edge Uniform Load Concentric Axial Load Dead Load 375.000 #/ft Dead Load Live Load 470.000 #/ft dive Load Load Eccentdcity 4.810 in Roof Load Floor Load Design Values E 1 1 125,000 psi Rebar Area n : Es / Em 25.778 Radius of Gyration Wall Weight 78.000 psf Moment of Inertia Max Allow Axial Stress = 0.25 Fm (1-(hl140r)"2) * Spinsp Allow Masonry Bending Stress = 0.33 ftn • SpInsp Allow Steel Bending Stress = Load Combination & Stress Details Summary 0.3360 f m 750.00 Fs 1.330 No Special inspection 1.000 Solid Grouted Medium Weight Block Equivalent Solid Thickness ,00 #/ft .00 #/ft 0.465 in2 2.205 in 443.320 in4 159.16 psi 247.50 psi 240000.00 psi Wind Load 1,500.0 psi 24,000.0 psi .800 i t 1 7.000 psf np 0.19026 j 0.84824 k 0.45528 2 / kj 5.17883 Axial Bending stresses AxialMaximum: Lod steel Masonry Compression f Fb �Ilo�rrer� Top of Wall in-# Ibs psi psi fs*s DL + LL 10529.5 845.0 788.6 23.9 9.27 0.1550 DL LL + Wind 11529.5 845.0 738.6 23.9 9.27 0.1550 DL + LL + Seismic 19529.5 845.0 738.6 23.9 9.27 081550 Between Base & Top of Wa l l DL + LL 764.7 11235.0 369.3 12.0 13.54 0,1335 DL LL find 18t 22. 11235.0 81848.2 286.9 13.54 1 v2 DL + LL + Seismic 49733.1 1 t235.0 29285.7 41 13.54 03845 Summary 10.00ft high wall with 0.00ft parapet, Med Wt Block w/8.U0in wall w! #5 bars at 8.00 Governing Load Combination is.... Dead + Live + Wind Between Top & Bottom 286.89 psi 8,848.24 psi 13.54 psi Ie2 2 < 1. Masonry Bending Stress Steel Bending Stress Masonry Axial Stress Combined Stress Ratio Final Loads & Moments Wall Weight moment @ Mid Ht Dead Load Moment Top of Wall Dead Load Moment Mid Ht Live Load Moment @ Top of Wall LiveLoad Moment @ Mid Ht Maximum Allow Moment for Applied Axial Load Maximum Allow Axial Load for Applied Moment = u 390.00 i s 678.75 ink 339.38 ink# 850.70 in-# 425.35 ink 3300 (allowable) Wand Moment @ Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Live Load 1 ,8 6.7 in # 14,515.48 lbs Wall Design OK ino.c. at edge 17,549.99 in-# 8, 81. 2 in-# 375.00 Ibs 470.00 lbs J1. DOUGLAS ENGINEERING I 0 909 Seventh Avenue - Suite 201 KIRKLAND,, WA 98033 (425) 827 me 8938 9 FAX (425) 827,w 3482 JOB SHEET NO. Coolp M. cA i m4 pF CALCULATED BY DATA CHECKEDBY QATE SCALE t... e �' — 0 10 t y Sx op C-oy� L� 91 t..P�o 0 Zwl 4:�' 1 , ��` TPA i S EMW ' . i fw, , *y oof 1l. L. W Z: r)$r 30 3/ ng p I p LIS L4iFl '%e - ��17 +ra ZC� 4mmodPW ?o� If"T �. . -. EPPPP ME*. ji%__ 7 N boo^. C�^`=9F� w.NpT7- X �2J lj6l*Z,3, I AP tfi2r 1' 417 * 3 Z.- + tic, tit IZ� � ��. � � o �►� . I�.Z c � Z1 'l' S r+n � N .� �r� e E+�� �,�� C�� , � 1'i �.A LT �eL S v6-A As 6-1 - - - - - - it ! Otto zcow � t t Forl...' z �n Ar. aoc-,� 3 Z � ��a 9rs � A�cc�, f,. &jn:,w (1 .-15 LAS TafL 1 = I.1t3 t�v��s �7 UsE � im P�o�rSlY1�r.1numQEwcn(b'`4�.ns�� r DOUGLAS ENGINEERING 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 (425) 8274938 - FAX (425) 827,x3482 e-mail doug1senqr@ao1,com R�r 510]O1 (el 1 450- Title : ARMIDILLQ SELF STORAGE Job # 00030 Dsgnr: RSD Date: 7:26AM, 1 MAY 00 Description: EDMONDS, WASHlNGTQN Scope : FOR DENNIS CHINN r r y f �, . •�. ' -. y. „Y• .yy}� 4 .FrS •sY1'r *r :1�` ' ` 1 ' . t " I�" ' •! {r ` �'�'� ., J !' 1 il+!,'tiC*ff6„i� f'!{.J i k .4 ri fR' x "'s 4 t.k" .r'iRK _F `�" ' �' � .r�t�. •ti'. r '�*,. , i. �,",+f. �r� **,� .k�* ,slt��' y`+.+k"...�,.�.f.�* l:�r'kn 4If + �" _* r General Information Wall Height Parapet Height Thickness Rebar Sipe Rebar Spacing Depth to Rebar NUOT-01 TO Dead Load Live Load Load Eccentricity Floor Load Design Values 10.00 fi Seismic Factor 0.00 ft Calc of Em = fm " Duration Factor 8.0 in Wall W# Mult. 5 8 in 5.250 in @Edge 383.000 #/ft 258.000 #!ft 1.10 in Concentric Axial Load Dead Load live Load Roof Load E 1,125,QQd psi Rebar Area n : Es 1 Em 25.778 Radius of Gyration Wall Weight 78.000 psf Moment of Inertia Max Allow Axial Stress = 0.25 f rn (1-(h/140r)"2) * Spinsp Allow Masonry Bending Stress = 0.33 fm " SpInsp Allow Steel Bending Stress = Load Combination & Stress Details Summary Top of Wail DL + LL DL + LL +Wind DL + LL +Seismic Between Base & Top of Wall OL + LL DL + LL +Wind DL + LL +Seismic Summary e Moment in-# 11160.2 11160.2 11160.2 Axial Load Ibs 641.0 641.0 641.0 Calculations are designed to 1997 UBC Req 0.3360 fm 1 1500.0 psi 750.00 Fs 240000.0 psi 1.330 No special Inspection 1.000 solid Grouted Medium Weight Block Equivalent Solid Thickness 7.600 in 0.000 ft . 000 #/ft 0.465 in2 2.205 in 443.320 in4 159.16 psi 247.50 psi 241000.00 psi Wind Load 129.000 psf uirements rip 0.19026 j 0.84824 k 0.45528 21 kj 5.17883 Bending Stresses Steel Masonry psi psi 560.3 18.2 560.3 18.2 560.3 18.2 Axial Compression psi 7.03 7.03 7.o3 Maximum: fbiFb + fa/Fa fi 0,1176 0,91176 0w1176 580.1 1$031.0 280.1 9.1 11.30 OA 77 190934.4 1 31.0 91626.E 312.1 11.30 l o3322 4,532.E 11031.0 2,188.8 71.011.30 03678 Wall Overstressed 10.00ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 8.00in c., at edge Goveming Load Combination is.... Dead + Live + Wind Between Top & Bottom fror� r I <".> �v71%kipmrY.0 If Masonry Bending Stress Steel Bending Stress Masonry Axial Stress Combined Stress Ratio 312.13 psi 9,626.58 psi 11, 30 psi 1.3322 > 1. 3300 (allowable) Wald Weight moment @ Mid Ht 390.00 Ibs Wind Moment @ Mid Ht Seismic Moment @ Mid Ht Dead Load Moment @ Top of Waft 693.23 in-# Dead Load Moment @ Mid Ht 346.62 in-# Total Dead Load Total Live Load Live Load Moment @ Top of Wall 466.98 in-# LiveLoad Moment @ Mid Ht 233.49 in-# Maximum Allow Moment for Applied Axial Load = 15,806.79 in-# Maximum Allow Axial Load for Applied Moment = 141515.48 lbs 19#349.99 in-# 3,931.20 in-# 383. 00 lbs 258.00 fbs f DOUGLAS ENGINEERING 909 Seventh Avenue, Suite 201 Kirkland, WA 98033 (425) 827-8938 - FAX (425) 827m43482 e-mail dougisengr@aol,com Title: ARMIDILLO SELF STORAGE Job # 00030 Dsgnr: RSD Date: 7:35AM, 1 MAY 00 Description: EDMONDS, WASHINGTON Scope FOR DENNIS CHINN log I 01:110;1,ftA r� 4.' T � . - � * 4 '.+�� .s '#'� rti r^, �i^+'•i � ! yr * F..A it . � ••J �{ �+L-• ,7'w -A Y%' r, •:9•*' !f . f'.OLNIRWOY ;�h ,yam f" t? . rF iat+� '. .� '-!'�."'!�•�„F F .. a , I* E 'K �V`� '+` � `'� •_ M'�' i �' �� � !'_ , ".+4 4 'i K "t%i�.49%WA VWA.i 4 Zrr40+ !�+ t-% WAARI-IL Description Bottom Level CMU Side Wall Pilaster General Information Calculations are designed to 1997 UBC Requirements Wall Height 9.67 ft iiijill Seismic Factor 0.3360 fm 1,500.0 psi, Parapet Height 0.00 ft Calc of Ern = fm ' 75o.00 Fs 241000.0 psi Duration Factor 1.330 Special Inspection Thickness 8.0 in Wall Wt Mult. 1.000 Solid Grouted Reber Size 5 Medium Weight Block Reber Spacing 8 in Equivalent Depth to Reber 5.250 in @Edge Solid Thickness 7.600 in Uniform Load Dyad Load Live Load Load Eccentricfty Floor Load Design Values 1,700-000 #/ft 117.00 f 1.810 i Concentric Axial Load Dead Load Live Load Roof Load E 1,125,000 psi Reber Area n : Es/Em 25.778 Radius of Gyration Wall Weight 78.000 psf Moment of Inertia Max Allow Axial Stress = 0.25 f m {1-(h/140r)"2} * Spinsp Allow Masonry Bending Stress = 0.33 f m ' SpInsp Allow Steel Bending Stress Load Combination & Stress Details Summary 0.000 #eft 0.000 #/ft 0.465 m2 2.205 in 443.320 in4 322.00 psi 495.00 psi 24P000.00 psi Wind Load 132.000 psf np 0.19026 i 0.84824 k 0.45528 2 / kj 5.17883 Axial Bending Stresses Axial Maximum: Moment Load steel Masonry Compression fb/Fb + fa/Fa Top of Wall ink# Ibs psi psi psi fs�s DL + ILL 6,470.8 31575.0 31124,8 101.3 39.20 O.3264 OL + LL +Wind 60470.8 39575.0 39124.8 101.3 39.20 0.3264 DL + LL +Seismic 61470.8 39575.0 31124.8 101.3 39.20 0.3264 Between Base 8► Top of Wall DL + LL 31235.4 31952.1 11562.4 50.7 43.33 0.2369 DL + LL +Wind 219890.8 31952.1 10,571.4 342.8 43.33 0.8274 DL + LL +Seismic 71623.3 31952.1 31681.4 119.4 43.33 0.3757 Summary A Wall Design OK 9.67ft high walk with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bays at 8.00ino.c. at edge Governing Load Combination is.... Dead + Live + Wind Between Top & Bottom Masonry Bending Stress 34236 psi Steed Bending Stress 101571.37 psi Masonry Axial Stress 43.33 psi Combined Stress Ratio 01270 < 1.3300 (allowable) Final Loads & Moments Wall Weight moment @ Mid Ht 377.13 lbs Dead Load Moment @ Top of Wall 3,077.00 in Dead Load Moment @ Mid lit 1 538.50 In # Live Load Moment @ Top of Wall 3,393.75 in-# i.ivel.oad Moment @ Mid Ht 1,696.88 ink Maximum Allow Moment for Applied Axial Load Maximum Allow Axial Load for Applied Moment Wind Moment @ Mid Ht Seismic Moment @ Mid Ht Total Dead Load Total Live Load 31,613.57 ink 29,366.49 Ibs 1,1, in-# 31676.02 i n-# 1 700.00 Ib 1,875.00 lbs J 1.1 Lk 6 JOB • DOUGLAS ENGINEERING SHEET . Noof 1 909 Seventh Avenue - Suite 201 a KIRKLAND, WA 98033 CALCULATED BY DATE (425) 827,w8938 FAX (425) 827=3482 CHECKED BV DATE o rT" L...Gv oc. Gm tl Pi �.Psr�smmffiwmft� SCALE = 14-Fy.i�r)(lOcf��`�G"s'-1�IOc1��lOrT)+��� z ���DT) go;a Oil— o �700"��T 1 L L �a a� A = l-0uTn1No L swomb- 43 4� %=Mb /s , c 8 p Prbi2,3,Z Ri: n. Pr-wrj To -- .� �/L. S E `yL� S w+ t n► w.� u.r Q "-pp.{i c r' ( s I t � b1�r `�/ rc- Pl;,AST tA S 0 L., 0 6 a 6 a -r mo , '&Pa< I At- ID4 p wr p oq Rag 5?p�`X1,33= 159`3e Sao 44mr �A�LASIon��,y (133 rr) = 2-"Ll PenUgCibll�y� tt-o n. Z � p , $ a�-� J � i ERD 4 �'�s s � �...�c � ` �Ac.�«� ' � o z f L3ot� f L� ArTp1 cH �n e,lr 8 "7 MEPOW WOW 7 C�S+��Z) y� �Oc.�s i'j�1�M IrOutr(?tnchlbY?LM'TaL Soz�l�, r I To Rootdor(';Ot NEB 5 CU STGvM"-i;rinIiiiery ice} -rot r p r-� F Pr 584 DESIGN OF CONCRETE STRUCTURES 0 CHYy1E*`nlT k i j# 1 I 1 Standard 25 50 75 100 modulus of soil reaction k, lb/in3 (30 of diom plate) .150 200 250 300 350 400 450 1 gravel sand M-silt C - clay W-well graded P- poorly graded U—uniformly groded L — low to medium compressibility H—high compressibility � 0-organic SP ; SU SIC CL CL ML ML e'� OL OL I L OF fH MH P7TTl� CH CH CL[LLd OH OH Note: Comparison of soil type to A , particularly in the L and made in the tower range of the soil type., FIGURE 16.4 Soil classifications and modulus of subgrade reaction. 51DD 55.) 6DD GW GU GC SW sm GP GM Legend I I I Compacted densities NaturaliI H groups, should generally be Case 1: Wheel load close to the corner of a large slab. With a load applied at the corner of a slab, the critical stress in the concrete is tension at the top surface of the slab. An approximate solution, due to A. T. Goldbeck, assumes a point load acting at the corner of the slab (see Fig. 16.6a). At small distances from the corner, the upward reaction of the soil has little effect, and the slab is consIt id- ered to act as a cantilever. At a distance x from the corner, the bendincy moment is Pr; it is assumed to be uniformly distributed across the width of the section of tlah `Pavement FIGURE 16.5 Concenuated loads on loin edge ted highway pavement. Transverse joints each end 11 R, 7 ri) a 4 I F;ZP R 'rF�USS \S �Jq n 1 ik I 40 0 ANCHOR BOLTS �97 .. 4". TABLE A-8a Allowable Shear, 8V, for EmbedConcrete Masonry (pounds)1s2l3,e,s ded Anchor Bogs In Clay and Yalues are fos bolts of ai least A 307 quality. Bolts shall be those 2. Va.tues shown are for work with or without special inspection. specified in UBC Section 2406(h) I A* For use of Tahia Example 5-V 3. Values may be increased by one-third when considering wind or seismic forces per UBC Section 2303(d). 4. Values based on UBC Table No. 24-E and UBC Eqs. 6-31 and b-32 (ACUASCE Eqs. S-5 and 5-6 similar). Shaded values arcontrolled by the capacity of the bolt as given by UBC Eq. 6-32 (ACIIASCE Eq. 5-6). S. Refer to Tables A-8b and A-8c for the percent capacity of anchor bolts based on edge distance and bolt spacing. TABLE A-8b Percentage Shear Capacity of Anchor Bolts based on Edae otctanro 1. 1.2 ...�...�&. X04 cur a�lL anchor Us determined y di an is less than 2 b = d distance i inches, UBC Equation 6-31 be reduced when the edge TABLE A-8c Percentage Shear Capacity of Anchor Bolts based on the BoR Spacing, s�zI - M aob%, _M&' • UBC Section 2406rhll TP1lrfirPQ fi�a ..........:•.• �t ---! - - ■ ._ . ._ -�ara�lLy OL ancnor vo�[s aetermined spacing is less than 8db. UBC Equis ation 6-31 be reduced when the bolt a a R 296 RMEH- TARfl; Aw7m Allowable Tension, Bo, for Embedded Anchor Bolts In Clay and Concrete Masonry based on the Masonry Strength (pounds)-' (�tiAG.rt,1ENT C For use of -Tables see Example 5-V r==Now IF*In Embedment Length, 1,, or Edge DI nce 1,,, (Inches) (psi) Z 3 5 6 8 10 ,000101'1500 240 550 970 1520 2190 38,90 6080 1800 270 600 0 1670 2400 4260 6660 2000 280 630 1120 1760 2520 4500 7020 2500 310 710 1260 1960 2830 5030 7850 3000 340 770 1380 2150 3100 5510 8600 4000 400 890' 1590 2480 3680 6360 9930 5000 440 1000 1780 2780 4000 7110 11100 6000 480 1.090 1950 3040 4380 7790 12200 1. The allowable tension values in Table are based on compressive strength of masonry assemblages. Where yield strength of anchor bolt steel governs, the aIlowable tension in pounds is given in Table A-7b. 2. Values are for bolts of at least A 307 quality. Bolts shad be those specified in UBC Section 2406(h)lA. 3. Values shown are for work with or without special inspection. 4. Values based on UBC Table No. 24-D- I or ACl/ASCE Equation 5-1 (except B. = Bd. 5. Values may be increased by one-third when considering wind or seismic forces per UBC Section 2303(d). TABLE A=7b Allowable Tension, B,, for Embedded Anchor Bolts for Clay and Concrete Masonry based on the Anchor Bolt Strength (pounds)1929394 f. Values are for bolts of at least A 307 quality. Bolts shall be chose specified in UBC Section 2406(h)IA. 2. Values shown are for work with or without special inspection. 3. Values based on UBC Table No. 24-D-2 or ACl/ASCE Equation 5-2 (except Bp - Be). 4. Valves may be increased by one-third when considering wind or seismic forces per UBC Section 2303(d). TABLE Aw7c Percent Tension Capacity of Anchor Boas based on Bolt Spacing112 Per UBC Sec, 2406(h)2 or ACl/ASCE Sec. 5.14.2. 1, the tension capacity of anchors bolts must be reduced if the areas of their tension (pullout) cones, AP, overlap. The tensile capacity of such bolts must be determined by reducing A P of the bolts by one half the overlapping area. The values in this table show the appropriate percent capacity or percent capacity reduction based on the spacing of the anchor bolts (see figure below). Area of Segment, adb = Area of Sector, adbc — Area of Triangle, abc Radius, r= lb b _� s s 2_ s 2 = nlb2 cos — — — mw�� 21b2 lb 2 � Anchor bolt Tension Cone Area, A. = nib Reduction % = Area of Segment, adb x 100 /Ap Note to find the percent reduction, set [b = 1.0 cone area overlap Spacing of Bolts, s 0 001/6 o.2 1. 0-3/6 0*41b 0,510 0,611, 0,7/b 0*8 16 0,9140 % Capacfty 50 53 56 60 63 66 69 72 75 78 9'. Reduction so 47 44 40 37 34 31 28 25 22 Spacing of Bolts, s 101110 1.2/e 1318 16.4/e 1.0516 1,616 11/6 1-2/6 1091e % Capacity 83 86 88 91 93 95 97 98 99 % Reduction 17 14 12 9 7 5 3 2 1 L !b = Embedment depth of anchor bolts,w'chesf 2. UBC Sec. 2406(h)71=ts the maximum spacing, S. between anchor bolts to four bolt diameters (4d b). i 4 0 TECH -FAST Self Storage Buildings 711 St. Helens, Suite 200 Tacoma, WA 98402 Tel: Fax : Web: TRUCTURAL CALCULATIONS For: Dennis Chinn P.O. Box 661 Medina, WA 98039 Project: Armadillo Self Storage, Phase- 2 Building(s): 5, 6, and 8 Edmonds, Washington Tech -Fast Job: J 1912 December 5, 2001 253 572-4440 800 709-4440 253 572-6396 www.techfast.com RECEIVED JAN - 7 2002 BUILDING DEFT. FS710torra-a-elfolat rawtZMA"e"UNNINng Easy... Anywhere. I 2 i 4 e e r f Building 5 r IF Building 5 Armadillo Self Storage, Phase 2 Building(s): 5, 6, and 8 � Edmonds, Washington Tech -Fast Job: J 1912 Building: 5 PAGE OF GOVERNING CODES: 0 Uniform Building Code (UBC ), 1997 Edition AISC Steel Construction Manual, 9th Edition AISI Cold -Formed Steel Design Manual, 1996 Edition SDI Diaphragm Design Manual, 2nd Edition ' BUILDING INFORMATION: BUILDING 5 Width = 40 ft. Length = 112 fte Eave height = 10.20833 ft. Roof slope = 3 : 12 �2 (1=single slope, 2=double slope) ' Roof height = 15.208 ft (max. ) Bay size = 5 ft. - transverse direction 10 ftb - longitudinal direction CMU Walls ? Y (Y / N ) Tilt -up Walls ? N (Y ! N) Standing Seam Roof = Y (Y / N ) DESIGN -LOADS: ROOF Dead Loads:. 24 GA. Weather Searn-24 1.18 psf 6" thick insulation 1,50 psf 6Z1 6 / 6C1 6 Purlins 0.49 psf Misc. Dead Loads 0.50 psf 3.67 psf i Live or Snow Load: Snow Snow Load = 25 psf Wind Loads: Wind speed = 70 mph Exposure C qs = 12.6 psf lw = 1.0 (Importance factor ) Ce = Ie06 Cq1 = 1.3 horizontal - primary frames and systems Cq2 = 1.5 outward - wall corners Cq3 = 1.3 outward - roof elements Cq4 = 2.3 upward - eaves, rakes, and ridges p = Ce*Cq*lw*qs For h < 15 ft.: • pj = 17.36 psf horizontal -primary frames and systems p2 = 20.03 psf outward - wall corners p3 = 17.36 psf outward - roof elements t p4 = 30.72 psf upward - eaves, rakes, and ridges U � 4 S , • 1912-Calcs.xls Building 5 Armadillo Self Storage, Phase 2 Building(s): 5, 6, and 8 Edmonds, Washington If r �i LIM Building: 5 Seismic Loads: Seismic Zone 3 (Static Forc Z = 0.30 PAGE OF e Procedure per UBC 1630.2 ) Soil Profile Type: Sd per UBC 1629.3 - No Geotechnical Report available Ca = 0.36 Cv,- = 0.54 Seismic Source Typ: C Na = 1.0 Nv = 1.0 R = 4.5 T = 0.020*HrA0.75 = V = ( Cv*l / R*T )*W 0.134616 (Hr= average roof height) Min.V=0.11*Ca*I*W OR (0.8*Z*Nv*I/R)*W Max V V = 0.891 W Min. V = 0.053 W Max V = 0.20 W � Use V = 010 W = Eh (Ev = 0 for Allowable Stress Design) Seismic Design Force: E = Eh 1 1.4 (for Allowable Stress Design ) Transverse Direction: Longitudinal Direction: E = 0.143 W Total Shear Wall Length = 464 ft. Max.Shear Wall Length = 38.66667 ft. r max = 0.0254 P = 1.0 E = 0.143 W Total Shear Wall Length = 112 ft. Max.Shear Wall Length = 112 fts r max = 0.0893 P = 1.0 E = 0.143 W 1912-Calcs.xls 4 Building 5 Armadillo Self Storage, Phase 2 Building(s): 5, 6, and 8 - Edmonds, Washington Tech -Fast Job: J 1912 ROOF PANEL ANALYSIS: Buildin 5 I 24 GA. Weather Seam-24 I Snow Load = 25.00 psf Panel Weight = 1.18 psf DL + LL = 26-.18 psf Wind (uplift) = 30.72 psf USE: ROOF PANEL FASTENING: 24 GA. W < Allowable Load < Allowable Load = Bather Seam-24 Two #12-14 HWH Se Wind (uplift) = 307-19 lbs @ each clip "IN Allowable Pull-out (from 16 ga. Purlin) _ Allowable Pull -over (from 26 ga. Panel) _ SIDING PANEL ANALYSIS: Wind Load = 17.36 psf Allowable Wind Load = 56 PAGE OF Typical Purlin Spacing = 6-0" o.c. 50 psf OK 1- 67 psf OK If Drilling Screws @ each clip (clips @ 24" O.C.) = 154 lbs./screw 26 GA. Super -Span SIDING PANEL FASTENING: ridge psffor USE; 26 GA. SuperaSpan 730 lbs./screw 110 1 Ibs.lscrew 5.208 ft span �en Typical Panel Span = 5.0 ft Maximum Panel Span = 5.208 ft Three #12-14 HWH Self Drilling Screws with Metal Gasketed Washers'/ Panel Max. Wind Load @ Girt = 135.6 plf Allowable Pull-out (26 ga. panel / 20 ga. girt) _ PARTITION PANEL ANALYSIS: ' Lateral Load = 5 psf Allowable Lateral Load = ( per UBC Table 16-B ) 15 psf for 5'-0" span 284 lbs./ screw Typical Panel Span = 50moll OK PARTITION PANEL FASTENING: Minimum of Four #12-14 HWH Self Drilling Screws per 36" wide panel Max. Load @ Column = 25 pif = 18-75 lbs./ screw Allowable Pull-out (29 ga. panel / 16 ga. column ) _ 730 lbs./ screw OK 41 1912-Calcs.xis U Building 5 Armadillo Self Storage, Phase 2 Building(s): 5, 6, and 8 Edmonds, Washington Building: 5 PAGE WALL GIRT ANALYSIS: 5'-0" maximum span between exterior wall columns Max. Wind Load @ Girt = 135.6 plf Max. Bending Moment = 423.9 ft.-lbs 5086.8 in.-Ibs Girt: 20HDS400 Moment Capacity = 5327 in.-lbs x 1,33 increase = 7103 in.-Ibs Girt to Column Connection: J Wind Load Reaction @ Column = 18 ga. Clip with ( 2 ) #12-14 Self Drilling Screws to 339 Ibs. Allowable Shear (18 ga. Clip! 20 ga. Girt) _ 309 lbs./ screw x 2 Girt and Column 618 lbs OF OK SAVE CHANNEL ANALYSIS: Wind loads on the face of the building are transferred to the transverse shear walls through bending of the save channel. Horizontal Loading: Wind Load Single Span = 10 ft. Eave Height = 10.20833 ft. Door Height = 8 ft. 10ft Max. bending Moment = 4a0625 Wind Load = 2.21 ft./ 2 R @ Ends = 276,5 ft.-lbs. Req'd Sx = 12*M / Fb " x 1.5"' x 16 ga. Eave Channel: Sx = x 20.03 psf = 110.6 lbs. 0.1106 in.3 0,4018 in.3 Fy = OK 22.1 plf 50 k si 1912-Calcs.xls Building 5 Armadillo Self Storage, Phase 2 Building(s): 5, 6, and 8 — Edmonds, Washington Tech -Fast Job: J1912 I' DOOR HEADERS: Vertical Loading: Sidewalls Building: 8 Dead + Snow Loads Door Opening = Uniform Load = 2.5 ft./ 2 x 3.67 psf + � 8.667 ft. I R @ Ends = Max. Bending Moment = 672.9 ft.-lbs. Req'd Sy = 12*M / Fb = USEP, 4CI6 x 2.25 Header - Sy = Horizontal Loading: I ; 4 r Wind Load 310.6 lbs. 0.2447 in.3 0362 in.3 Wind Load = 24.208 ft./ 2 PAGE 8.667 rt. 25 psf = 71-68 Of Fy = OK 55 ksi Single Span = 8.667 ft Eave Height = 10.2 Door Height = x 17.36 psf = 8.667 ft. R @ Ends = 83.1 Ibs. Max. Bending Moment = 180.0 ft.-Ibs. Req'd Sx = 12*M / Fb = 0.0655 in.3 USE: 4CI6 x 2,25 Header. SX = 0.692 in.3 i 0 4 OK 3 ft. 8 fts 19.2 plf r� e . I 1912-Caics.xls Building 5 Armadillo Self Storage, Phase 2 Building(s)-: 5, 6, and 8 .- Edmonds, Washington Tech -Fast Job: J 1912 I' Building: PURLIN TO INTERIOR COLUMN CONNECTION: 5 PAGE #12-14 Self Drilling Screws 11 OF Allowable Shear - 16 ga.(Fy = 55 ksi) to 16 ga.{Fy = 55 ksi) = 545 lbs./ screw Maximum Purlin Span = 10 ft Roof Area = 10.0 ft. x 5.0 ft. x 1.25 = 62.5 sq. ft. (Reaction at middle support of double span purlin ) Maximum Load: Dead + Snow Loads = 1792 lbs. 4 screws / connection {min.} ( at middle support) Wind (uplift). - DL = 710 lbs. 2 screws 1 connection min.) f7 N USE: 2 Maximum Purfin Span = USE: Maximum Load: ( at end support } USE: 2 MIN.) #12w14 Self Drillinq Screws for Purlin to Column MIN.) #12=14 Self Drilling Screws for Column to Base Cli 10 ft Roof Area = 10.0 ft. x 5.0 ft. x 1/2 = { Reaction at end support of single span purlin } Dead + Snow Loads = 717 lbs. Wind (uplift) - DL = 326 lbs. ( MIN.) #12,44 Self Drilling Screws for PURLIN TO EXTERIOR COLUMN CONNECTION: End Bay Purlin Span 1# 10 ft 25 sq. k 2.screws / connection (min.} 1 screws / connection (min.} EACH Purlin to Column #12-14 Self Drilling Screws 'Roof Area = 10.0 ft. x 5.0 ft. x 1/2 = 25 sq. ft. ( Reaction at end support of single span purlin ) Maximum Load: _ Dead + Snow Loads = 717 lbs. 2 screws / connection min.) at end support } Wind (uplift) - DL . = 632 lbs. 2 screws 1 connection t min.) USE: 2 MIN. #12-14 Self Drilling Screws I 1912-Calcs,.xls Building 5 Armadillo Self Storage, Phase 2 Building(s): 5, 6, and 8 Edmonds, Washington Tech -Fast Job: J 1912 ' CONCRETE BLOCK MASONRY: Exterior Wall Locations: Face North South East West Building: 5 il Solid grouted 8" ( nominal ) Normal Weight CMU = 84 psf NOTE: North face is assumed to be the low eave at single slope roof Length (ft) Height (ft 112 10 112 8.667 40 9.333 40 9.333 lype 1 1 0 0 OF Type 0 = None 1 = Mullions only 2 = Mullions and Headers 3 = Solid No Openings ' Interior Wall Locations: Direction Grid Line Length (ft) Height (ft) Area (sq ft). Weight Weight Transv. 0 0 Transv. 0 0 Longit. 0 0 Longit. 0 0 Total Weight (Transv.) = 0 lbs. Total Weight (Longit.) = 0 lbs. Door Information: Enter number of doors on each face Door Height: 7.0 ft 7.0 ft 7.0 ft 8.0 ft 8.0 ft 8.0 ft Face Door Width: 8.0 ft 8.667 ft 10.0 ft 8.0 ft 8.667 ft 10.0 ft ' North A 0 0 0' 1 9 1 South J 1 9 1 0 0 0 East 0 0 0 0 0 0 West 0 0 0 0 0 0 Weight of CMU Walls: For seismic load calculations Face North South East West 1 Total Weight of Height (ft) Wall Area Door Area Hdr. Area Total Area Weight 10 1120 768 8.666667 970.66667 672.000 9.333 0 0 9.333 0 0 CMU Walls (Transverse Direction) _ Total Weight of CMU Walls ( Longitudinal Direction ) _ 200 76 6384 160 69,33333 5824 0 0 0 0 0 0 12208 lbs. O lbs. 1912-Calcs.xls Building 5 Armadillo Self)Storage, Phase 2 ' - Building(s): 5, 6, and 8 PAGE Edmonds, Washington Tech -Fast Job: J1912 Building: 5 LATERAL ANALYSIS: Building: 5 Wind Loading: Transverse Direction = 19,649 lbs �-----CONTROLS Longitudinal Direction = 41413 Ibs <-----CONTROLS Seismic Loading: W roof + W partitions = 3.67 psf + 3 psf = 6.6 7 psf Transverse Direction = 6,013 lbs Longitudinal Direction = 4,269 lbs Shear Walls - Transverse Direction: L Interior Partitions: Max. V wall = wall shear = d? Interior Partitions: Max. V wall _ wall shear = Exterior Siding: Max. V wall wall shear = Shear Walls @ 1000 fto o.c. ( Lines 2 to 10 ) 1754 lbs Min. Wall Length = 38.667 ft 45.4 plf USE: 29 GA. Norclad w! 4 Screw Pattern (Allowable Shear = 77 plf (Line 11) Tributary Width = 11 ft 1930 lbs Min. Wall Length = 38.667 ft 49.9 plf USE: 29 GA. Norclad w/ 4 Screw Pattern (Allowable Shear = 77 Of ) ( Lines 1 and 12 ) 1053 lbs 27.2 plf Shear Walls - Longitudinal Direction: Interior Partitions: Line E Max. V wall = wall shear = Exterior Siding: 4413 lbs 39.4 plf Tributary Width = Min. Wall Length = 6W 38.667 ft USE: 26 GA. Super -Span wl 3 Screw Pattern USE ,( Allowable Shear = 81 pif ) 41, Max. Tributary Width = Min. Wall Length = 112 ft 29 GA. Norclad w/ 4 Screw Pattern Allowable Shear = 73 plf ) OF There are no exterior walls in this direction used to resist lateral loads t 0 if 4 1912-Calcs.xls Roof X-Brace-5 11 'Armadillo Self Storage, Phase 2 PAGE OF Edmonds, Washington Building(s): 5, 6, and 8 Tech -Fast Job: J1912 ' Roof X-Strapping Design• Building: 5 1997 UBC Loads: ' Wind = 4,413 Ibs Nominal Seismic = 4,269 Ibs Ca = 0.36 Seismic = 10,245 Ibs (Nominal Seismic Load x Fp ! V R = 4.5 Lateral Load = 10,245 Ibs (Seismic Controls) V = (2.5*Ca*l / R)W = 0.20 ' W FP = (4.0*ap*Ca*l / Rp) *Wp = 0.48 ' Wp ap = 1.0 RP = 3.0 trib width= 20 ft (bracing tributary to supporting wall) ' total width= 40 ft Effective. Lateral Load = 5,123 Ibs (force resisted by x-bracing closest to supporting wall) No. Braced Bays = 4 - Bay depth = 10 ft Bay width = 5 ft Strap Length = SQRT(Bay width + Bay depth 2) = 11.18 ft P strap = 1432 Ibs Check Strap Capacity: Strap Width = 2.00 ih Less 114 " for Fastener - 0.25 in Effective Strap Width = 1.75 in Strap Thickness = 0.06 in Fy = 55 ksi sample bracing layout to illustrate terms P,,,owab1e = (Effective Strap Width x Strap Thickness x (1.33) Fy)/1.67 = 4599 Ibs No. of Screws Required: 2 screws (at each end or laps 001 Depth Check Fastener (Reference AISI Specification Provisions for Screw Connections): ti = t2 = Ful = Fu2 W Pns = 4.202 3 d )112 Fu2 = r Pns = 2.7 tad Fu _ 0.06 in (16ga) 65.0 ks*l 0,216 in (#12 Self Drilling Screw) 3 (Safety Factor) 1865 Ibs/screw Controls 2274 lbs/screw Width Pa = (1.33) Pns/W = 827 Ibs/screw (note - allowable load increase 1.333 for seismic/wind) Check Strut: Pstrut= Lat Load ' bay width / bay length / number of bays = 640 lbs = 0.640 k 4ss2O Prow 4C18 Prow 4C16 Prow 1.48 k 3.8 6 k 8.04 k U OK 1912-Caics.xls Building 5 Armadillo Self Storage, Phase 2 Buildings): 5, 6, and 8 Edmonds, Washington Tar-h_Fact _ Inh• _ 114'i 7 if BASE ATTACHMENTS: Interior Column Base Clip: Building: 5 Minimum Concrete Strength = Ps = 532 lbs. Vs = 187 lbs. PAGE OF 2000 psi (4" minimum slab thickness) (Wind/uplift - Dead Load ) x Roof Area x 75% ( Max. Wall Shear x Column Spacing ) x 75% Allowable Tension for 1/2" diam. x 3-3/4" Ramset TRUBOLT Wedge Anchor 2-1/4" Minimum Embedment Allowable Shear for 1/2" diam. x 3-3/4" Rarnset TRUBOLT Wedge Anchor 2-1/4" Minimum Embedment interaction Equation: (Ps / pt )513 + (Vs / Vt)5/3 = Exterior Wall Base Channel: Maximum wall shear = Maximum wind / uplift = 0.913 < 1.0 27.2 plf 68.5 plf ir Allowable Tension for 0.144" diam. x 1-1/2" Remington Powder Fastener 1-1/4" Minimum Embedment Allowable Shear for 0.144" diam. x 1-1 /2" Remington Powder Fastener 1-1/4" Minimum Embedment Interaction Equation: (Ps / Pt) + (Vs / Vt) = 0.566 < 1.0 Max. Pin Spacing = 12" / 0.566 = 21.19 inches o.c. Pt = 580 Ibs. Vt = 1190 lbs,. OK ( Wind.) (Wind/uplift - Roof dead load ) OK USE: 0.144" diam. x 1-1/2" Remington Powder Fastener @ 21 in. O.C. 0 = 165 lbs. = 180 lbs.. P P 4 1912-Calcs.xls m 0 i f IL f uilding 6 I d 0 1 I Building 6 0 i Armadillo Self Storage, Phase 2 Building(s): 5, 6, and 8 Edmonds, Washington Terh-Fast Jnh4 AIA12 GOVERNING CODES: PAGE Building: 6 Uniform Building Code (UBC ), 1997 Edition AISC Steel Construction Manual, 9th Edition AISI Cold -Formed Steel Design Manual, 1996 Edition SDI Diaphragm Design Manual, 2nd Edition BUILDING INFORMATION: Width = Length = Eave height = Roof slope = Roof height = Bay size = CMU Walls ? Tilt -up Walls ? DESIGN LOADS: BUILDING 6 40 fto 112 ft. 10.20833 ft. 3 : 12 E�2 0=single slope, 2=double slope) 15,208 ft (max. ) 5 ft. - transverse direction 10 ft. - longitudinal direction Y Y N) N Y N) ROOF Dead Loads-. 24 GA. Weather Seam-24 6" thick insulation 6Z1 6 / 6C1 6 Purlins Misr. Dead Loads Standing Seam Roof = 1.18 psf 1.50 psf � 0.49 psf 0.50 psf 3.67 psf Live or Snow Load: Snow Snow Load = 25 psf Wind Loads: Wind speed = 70 mph Exposure C qs = 12.6 psf IW = 1.0 (Importance factor ) Ce = 1.06 Cq1 = 1.3 horizontal - primary frames and systems Cq2 = 1.5 outward - wall corners Cq3 = 1.3 outward - roof elements Cq4 = 2.3 upward - eaves, rakes, and ridges p = Ce*Cq*lw*qs For h < 15 ft.: p1 = 17.36 psf horizontal - primary frames and systems p2 = 20.03 psf outward - wall corners p3 = 17.36 psf outward - roof elements p4 = 30.72 psf upward - eaves, rakes, and ridges OF ( Y / N ) 9 1912-Calcs.xis f Building 6 Armadillo Self Storage, Phase 2 Building(s): 5, 6, and 8 Edmonds, Washington Tpr_h_Fact .Inh• .11417 Building: 6 Seismic Loads: Seismic Zone 3 Z = 0.30 Soil Profile Type: Sd Ca = 0.36 Cv = 0.54 Seismic Source Type: C Na = 1.0 Nv = 1.0 R = 4.5 PAGE OF ( Static Force Procedure per UBC 1630.2 ) per UBC 1629.3 - No Geotechnical Report available T = 0.020*HrlO.75 = V = ( Cv*l / R*T )*W M*ln.V=0.11*Ca*I*W OR Max V = (2.5'Ca`I / R )'W V= Min. = Max V = Use V = 0.891 W 0.053 W 0.20 W 020 W Seismic Design Force: E = Eh 11.4 Transverse Drections. Longitudinal Direction: E = 0.143 W 0.134616 (Hr = average roof height ) ( 0.8*Z*Nv*l / R )*W = Eh (Ev = 0 for Allowable Stress Design ) (for Allowable Stress Design ) Total Shear Wall Length = Max.Shear Wall Length = r max = P = E = 0.143 W f Total Shear Wall Length = Max.Shear Wall Length = r max = P = E: E = 0.143 W I 464 ft. 38.66667 ft. 0.0254 1.0 112 ft. 112 ft. 0.0893 1.0 IF 1912-Calcs.xls 0 ' Building 6 'Armadillo Self Storage, Phase 2 Building(s): 5, 6, and 8 Edmonds, Washington Tech -Fast Job: J 1912 Building: 6 CONCRETE BLOCK MASONRY: Exterior Wall Locations: Face Grid Line North A South i East 12 West 1 Interior Wall Locations: it r Finn 1 ransv. Transv. Longit. Longit. ('-,riri I in P_ Door Information: Length ft 112 112 40 40 I n PAGE Solid grouted 8" (nominal ) Normal Weight CMU = 84 psf NOTE: North face is assumed to be the low eave at single slope roof Height ft 10 8.667 9.333 9.333 T 1 1 3 0 0 OF Type 0 = None 1 = Mullions only 2 = Mullions and Headers 3 = Solid No Openings) Weight o o 0 0 0 0 0 0 Total Weight (Transv.) = 0 lbs. Total Weight (Longit.) = 0 lbs. Enter number of doors on each face Door Height: 7.0 ft 7.0 ft 7.0 ft 8.0 ft 8.0 ft 8.0 ft Face Door Width: 8.0 ft 8.667 ft 10.0 ft 8.0 ft 8.667 ft 10.0 ft North A 0 0 0 1 9 1 South � J 1 9 1 0 0 0 East 0 0 0 0 0 0 West 0 0 0 0 0 0 Weight of CMU Walls: Face North South East West Length ft 112 112 40 40 For seismic load calculations Height ft 10 8.666667 9.333 9.333 Wall Area Door Area Hdr. Area Total Area Weight 1120 768 200 76 6384 970-66667 672.000 160 69-33333 5824 373-33333 0 0 186.6667 15680 0 0 0 0 0 Total Weight of CMU Walls (Transverse Direction) _ Total Weight of CMU Walls ( Longitudinal Direction) _ 12208 lbs. 15680 lbs. h t 1912-Calcs.xls Building 6 Armadillo Self Storage, Phase 2 Building(s): 5, 6, and 8 Edmonds, Washington Tech -Fast Job: J 1912 LATERAL ANALYSIS: Wind Loading: Transverse, Direction = Longitudinal Direction = Seismic Loading: 19,649 lbs 4,413 Ibs Building: Building: W roof + W partitions = PAGE OF 8 101 <-----CONTROLS 3.67 psf + 3 psf = 6.67 psf Transverse Direction = 6,013 lbs Longitudinal Direction = 6,509 lbs <mMrnwCONTROLS Shear Walls - Transverse Direction: Interior Partitions: Shear Walls @ 1000 fts o.c. (Lines 2 to 10 ) Max. V wall = wall shear = Interior Partitions: Max. V wall wall shear Exterior Siding: I- Max. V wall = wall shear = 1754 lbs 45.4 plf (Line 11 ) 1930 lbs 49.9 plf Min. Wall Length = 38.667 ft USE: 29 GA. Norclad w14 Screw Pattern (Allowable Shear = 77 plf ) Tributary Width = 11ft Min. Wall Length = 38.667 ft USE: 29 GA. Norclad w/4 Screw Pattern (Allowable Shear = 77 plf ) ( Lines 1 and 12 ) 1053 lbs 27.2 plf Shear Walls - Longitudinal Direction: Interior Partitions: Max. V wall wall shear = 4 Exterior Siding: ( Line D ) 6509 lbs 58.1 Of Tributary Width = Eft Min. Wall Length Now 38.667 ft USE: 26 GA. Super -Span w/ 3 Screw Pattern (Allowable Shear= 81 Of ) Max. Tributary Width = 40 ft Min. Wall Length = 112 ft USE: 29 GA. Norclad w/ 4 Screw Pattern (Allowable Shear = 73 plf ) There are no exterior walls in this direction used to resist lateral loads 0 0 1912-Calcs,xis Roof X-Brace-6 Armadillo Self Storage, Phase 2 PAGE OF Edmonds, Washington Building(s): 5, 6, and 8 Tech -Fast Job: J 1912 Roof X=StraDDina Design: Building: 6 Wind = 4,413 Ibs Nominal Seismic = 6,509 Ibs Seismic = 15,621 Ibs Lateral Load = 15,621 Ibs Crib width= 25 ft total width= 40 ft Effective. Lateral Load = 9,763 Ibs No. Braced Bays = 4 Bay depth = 10 ft Bay width = 5 ft Strap Length = SQRT(Bay width + Bay depth 2) _ JW Ca = (Nominal Seismic Load x Fp / V R = (Seismic Controls) V = (2.5*Ca*l / R) ' W = Fp = (4.0*ap*Ca*l / RP) *Wp = ap = Rp = (bracing tributary to supporting wall) (force resisted by x-bracing closest to supporting wall) 11.18 ft P strap = 2729 Ibs Check Strap Capacity: Strap Width = 2.00 in' Less 114 "for Fastener - 0.25 in Effective Strap Width = 1.75 in Strap Thickness = 0..06 in Fy = 55 k si sample bracing layout to illustrate terms P allowable = (Effective Strap Width x Strap Thickness x (1.33) Fy)/l .67 = 4599 Ibs No. of Screws Required: 4 screws (at each end or lap) Check Fastener (Reference AISI Specification Provisions for Screw Connections): tj = t2 = Ful = Fu2 W = PAS = 4.202 3 d) 112 Fu2 K Pns = 2.7 ti d FU _ Pa = (1.33) Pns/W = 0.06 in (16ga) 65.0 ksi 0.216 in (#12 Self Drilling Screw) 3 (Safety Factor) 1865 lbs/screw Controls 2274 Ibs/screw 1997 UBC 0.36 4.5 0.20 • W 0.48 ` WP 1.0 3.0 i. Width 827 lbs/screw (note - allowable load increase 1.333 for seismic/wind) Check Strut: Pstrut= Lat Load " bay width / bay length / number of bays = 1220 Ibs = 1.220 k 4ss2O prov: 4C18 prov: 4C16 prov: 1.48 k 3.8 6 k 8.04 k E� 0 OK 1912-Calcs.xls j Building 6 u Armadillo Self Storage, Phase 2 Buildings): 5, 6, and 8 Edmonds, Washington Tar-h_Fact . Inh• .11019 BASE ATTACHMENTS: Interior Column Base Clip: Building: 6 Minimum Concrete Strength = Ps = 532 lbs. Vs = 187 lbst PAGE OF 2000 psi { 411 minimum slab thickness) (Wind/uplift - Dead Load ) x Roof Area x 75% { Max. Wall Shear x Column Spacing } x 75% Allowable Tension for 1/2" diam. x 3-3/4" Ramset TRUBOLT Wedge Anchor 2-1/4" Minimum Embedment Allowable Shear for 1/2" diam. x 3-3/4" Ramset TRUBOLT Wedge Anchor 2-1/4" Minimum Embedment Interaction EquationPs 1 pt )5/3 + (Vs 1 Vt)-5/3 _ Exterior Wall Base Channel: Maximum wall shear = Maximum wind 1 uplift 0.913 < 1.0 27.2 pif 68.5 plf Allowable Tension for 0.144" diam. x 1-1/2" Remington Powder Fastener 1-1/4" Minimum Embedment Allowable Shear for 0.144" diam. x 1-1/2" Remington Powder Fastener 1-1/4" Minimum Embedment Interaction Equation: (Ps / Pt) + (Vs / Vt) = 0.566 < 1.0 Max. Pin Spacing = 12" / 0*566 = 21.19 inches o.c. Pt = 580 lbs. Vt = 1190 lbs. OK (Wind ) (Wind/uplift - Roof dead load ) USE: 0.144" diam. x 1-1/2" Remington Powder Fastener @ 21 in. O.C. 1 = 165 lbs. = 180 lbs. 1912-Calcs.xis 0 i t Building 8 0 jr Id 11 0 Building 8 Armadillo Self Storage, Phase 2 Building(s): 5, 6, and 8 Edmonds, Washington Tech -Fast Job: J 1912 GOVERNING CODES: PAGE Building: 8 Uniform Building Code (UBC ), 1997 Edition AISC Steel Construction Manual, 9th Edition AISI Cold -Formed Steel Design Manual, 1996 Edition SDI Diaphragm Design Manual, 2nd Edition BUILDING INFORMATION: Width = Length = Eave height = Roof slope = Roof height = Bay size = CMU Walls ? Tilt -up Walls ? DESIGN LOADS: BUILDING 8 40 ft. 110 ft. 10.20833 ft. 3 : 12 �2 o =single slope, 2=double slope) 15.208 ft (max. ) 5 ft-0 - transverse direction 10 ft. - longitudinal direction Y (Y /N) ' N (Y /N) ROOF Dead Loads: 24 GA. Weather Seam-24 6" thickinsulation 6Z1 6 / 6C1 6 Purlins Misc. Dead Loads Live or Snow Load: Snow Snow Load 0 Standing Seam Roof = 1.18 psf 1.50 psf 0.49 psf 0.50 psf 3,67 psf = 25 psf F Y Wind Loads: Wind speed = 70 mph Exposure C qs = 12.6 psf Iw = 1.4 {Importance factor ) Ce - 1.06 Cq1 = 1.3 horizontal - primary frames and systems Cq2 = 1.5 outward - wall corners Cq3 = 1.3 outward - roof elements Cq4 = 2.3 upward - eaves, rakes, and ridges p = Ce*Cq*lw*qs For h < 15 ft.: p1 = 17.36 psf horizontal - primary frames and systems p2 = 20-03 psf outward - wall corners p3 = 17.36 psf outward - roof elements p4 = 30-72 psf upward - eaves, rakes, and ridges OF (YIN) 1 1912-Calcs.xls Building 8 k Armadillo Self Storage, Phase 2 Buildings): 5, 6, and 8 Edmonds, Washington Tanl�__C•�e•t Ink• 11010 f r_1 Seismic Loads: 11 Building: 8 Seismic Zone Z = Soil Profile Type: Ca = CV - Seismic Source Type: Na Nv R= T= PAGE OF 3 ( Static Force Procedure per UBC 1630.2 ) 0.30 Sd per UBC 1629.3 - No Geotechnical Report available 0.36 0.54 C 1.0 1.0 4.5 0.020*Hrl'O.75 = 00134616 (Hr = average roof height ) V = (Cv*l / R*T) *W Min.V=0.11*Ca*I*W OR (0.8*Z*Nv*I/R)*W Max V = (2.5*Ca*l / R)*W V = 0.891 W Min. V = 0.053 W Max V = 0.20 W Use V = 020 W Seismic Design Force: E = Eh / 1.4 Transverse Direction: Longitudinal Direction: E = 0w143 W U = Eh (Ev = 0 for Allowable Stress Design (for Allowable Stress Design Total Shear Wall Length = Max,Shear Wall Length = r max = P = y' E = 0w143 W r Total Shear Wall Length = Max.Shear Wall Length = - rmax= P= E = 0w143 W 464 ft. 38*66667 ft. 0.0235 1.0 0 110 fta 110 fta 1.0 1912-Calcs.xls Building 8 C� I1 Armadillo Self Storage, Phase 2 Building(s): 5, 6, and 8 Edmonds, Washington Tech -Fast Job: J1912 Building: CONCRETE BLOCK MASONRY: Exterior Wall Locations: Face North South East West Grid Line A i 12 1 Interior Wall Locations: Direction Grid Line Transv. Transv. Longit. Longit. Len th k 110 110 40 40 Length (ft E PAGE Solid grouted 8" ( nominal ) Normal Weight CMU = 84 psf NOTE-. North face is assumed to be the low eave at single slope roof Hei-qht ft 8.667 10 9.333 9.333 Height (ft TVDe Total W 1 0 0 OF Type 0 = None 1 = Mullions only 2 - Mullions and Headers 3 = Solid i No Or)eninqs ) Area (sq ft) Weight Weight 0 0 0 0 0 0 eight (Transv.) = 0 lbs. Total Weight (Longit.) _ Door Information: Enter number of doors on each face 0 lbs,, Door Height: 8.0 ft 8.0 ft 8.0 ft 7.0 ft 7.0 ft 7.0 ft Face Door Width: 8.0 ft 8.667 ft 10.0 ft 8.0 ft 8.667 ft 10.0 ft North A 0 0 0 2 9 0 South J 2 9 0 0 0 0 East 0 0 0 0 0 0 West 0 0 0 0 0 0 Weight of CMU Walls: For seismic load calculations Face Length (ft North 110 South 110 East 40 West 40 Height ft 8.666667 10 9.333 9.333 Wall Area 953-33333 1100 0 0 Door Area Hdr. Area Total Area Weight 658 752.000 0 0 140-6667 77.33333 6496 ao 6720 0 0 Total Weight of CMU Walls (Transverse Direction) = 1.3216 lbs. Total Weight of CMU Walls ( Longitudinal Direction) = 0 lbs. 0 0 1912-Calcs.xls Building S • Armadillo Self Storage, Phase 2 Building(s): 5, 6, and 8 Edmonds, Washington Building: 8 LATERAL ANALYSIS: Building: 8 PAGE Wind Loading: Transverse Direction = 19,298 lbs <-----CONTROLS Longitudinal Direction = 4,413 lbs <-----CONTROLS Seismic Loading: W roof + W partitions = 3.67 psf + 3 psf = 6.67 psf Transverse Direction = 6,081 lbs Longitudinal Direction = 4,193 lbs Shear Walls - Transverse Direction: Interior Partitions: Max. V wall = wall shear = Exterior Siding: Max. V wall = wall shear Shear Walls @ 10.0 ft. O.C. (Lines 2 to 11 } 1754 lbs Min. Wall Length = 38.667 ft 45.4 plf USE: 29 GA. Norclad w/ 4 Screw Pattern (Allowable Shear = 77 Of ) ( Lines 1 and 12 ) 1053 lbs 27.2 plf Shear Walls - Longitudinal Direction: Tributary Width = 6 ft Min. Wall Length = 38.667 ft 41 USE: 26 GA. Supor-Span w/3 Screw Pattern (Allowable Shear= 81 plf Interior Partitions: (Line E Max. Tributary Width = 40 ft Max. V wall = 4413 lbs Min. Wall Length = 110 ft wall shear = 40.1 plf USE: 29 GA. Norclad w! 4 Screw Pattern (Allowable Shear = 73 plf ) Exterior Siding: Ir OF There are no exterior walls in this direction used to resist lateral loads 1912-Calcs.xis q - Roof X-Brace-8 Self Storage, Phase 2 PAGE OF 'Armadillo Edmonds, Washington Building(s): 5, 6, and 8 Tech -Fast Job: J 1912 Roof XmStrapping Des Building: S 1997 UBC Loads: Wind = 4,413 lbs Nominal Seismic = 4,193 lbs Ca = 0.36 Seismic = 10,062 lbs (Nominal Seismic Load x FP ! V R = 4.5 Lateral Load = 10,062 lbs (Seismic Controls) V = (2.5*Ca*l / R) " W = 0.20 ' W Fp = (4.0*ap*Ca*l / Rp) *Wp = 0.48 ` Wp ' ap= 1.0 Rp = 3.0 trib width= 20 ft (bracing tributary to supporting wall) total width= 40 ft ' Effective .Lateral Load = 5,031 lbs (force resisted by x-bracing closest to supporting wall) No. Braced Bays = 4 Bay depth = 10 ft Bay width = 5 ft Strap Length = SQRT(Bay width + Bay depth 2) = 11-18 ft P strap = 1406 lbs Check Strap Capacity: Strap Width = 2.00 in' Less 114 " for Fastener - 0.25 in Effective Strap Width = 1.75 in Strap Thickness = 0,06 in Fy = 55 ksi sample bracing layout to illustrate terms P allowable = (Effective Strap Width x Strap Thickness x (1.33) Fy)/1.67 = 4599 lbs. No. of Screws Required: 2 screws (at each end or lap) v-. i Depth Check Fastener (Reference AISI Specification Provisions for Screw Connections): ti i = t2 Ful = Fu2 PAS = 4.2(t.2 3 d) 1/2 Fu2 P,,, = 2.7 tad Fu Pa = (1.33) P15lW = 0.06 in (16ga) 65.0 ksi 0.216 in (#12 Self Drilling Screw) 3 (Safety Factor) 1865 lbs/screw Controls 2274 lbs/screw Width 827 lbs/screw (note - allowable load increase 1.333 for seismic/wind) Check Strut: Pstrut= Lat Load ' bay width / bay length / number of bays = 629 lbs = 0.629 k 4ss2O prov: 4C1 8 prov: 4C16 prov: 1.48 k 3.8 6 k 8*04 k 0 OK 1912-Cales.xls Building 8 Armadillo Self Storage, Phase 2 Building(s): 5, fi, and 8 Edmonds,, Washington Torh_Gnot Ink- l'l Q'1') Building: 8 5 PAGE OF ' BASE ATTACHMENTS: Minimum Concrete Strength = 2000 psi (411 minimum slab thickness ) Interior Column Base Clip: Ps = 532 lbs. (Wind/uplift - Dead Load ) x Roof Area x 75% Vs = 170 lbs,, ( Max. Wall Shear x Column Spacing ) x 75% Allowable Tension for 1/2" diam. x 3-3/4" Ramset TRUBOLT Wedge Anchor Pt = 580 lbs. 2-1/4" Minimum Embedment Allowable Shear for 1/2" diam. x 3-3/4" Ramset TRUBOLT Wedge Anchor Vt = 1190 lbs. � 2-1/4" Minimum Embedment Interaction Equation: (Ps / pt )513 + {VS / Vt)513 _ Exterior Wall Base Channel: Maximum wall shear = Maximum wind / uplift 0.906 < 1.0 27.2 pIf 68.5 plf Allowable Tension for 0.144" diam. x 1-1/2" Remington Powder Fastener 1-1/4" Minimum Embedment, Allowable Shear for 0.144" diam. x 1-1/2" Remington Powder Fastener 1-1/4" Minimum Embedment Interaction Equation: (Ps / Pt) + (Vs ! Vt) = Oo566 < 1.0 Max. Pin Spacing = 12" / 0.566 = 21.19 inches o.c. OK ( Wind ) (.Wind/uplift - Roof dead load ) USE: 0.144" diam. x 1-1/2" Remington Powder Fastener- @ 21 in. O.C. I = 165 lbs. = 180 lbs. 1912-CaIcs-xIs r I ur t i Inns 11 1 x i Purlin-Single Span 1 Main Purfin Given: Length= trib width= deadload= live load= depth= Building(s): 5, 6, and 8 10 ft. Span 10 ft 5 ft 3.70 psf 25.00 psf 4 inches Calculate: DL= LL= TL= 5 ft. Spacing 18.50 plf 125.00 plf 143.50 plf 12/5/2001 Required: Mreq'd=W*IA 2/8= 1.794 ft-k Vreq'd=w*(1-2d)/2= 0.670 k Ireq'd (LL@L/ 180 )= 1,,008 in 4 Ireq'd (TL@L/ 150 )= 0.964 in 4 Use: 4Z1 6 .% for column: end interior provides: Mr- Z096 ft-k Reaction= 718 897 # OK Vr- 4.030 k #12x3/4 teks: 1.30 1.63 t= 1.508 in 4 use: 2 4 Main Purfin - Uplift Ledgth= trib width= deadload= live load= depth= 10 ft. Span Given: Calculate: 5 ft. Spacing 10 ft DL= -13.88 Of 5 ft LL= 58.43 plf -2.78 psf TL= 44.56 plf 11.69 psf @ 0.75 wind load factor 4 inches Required: Mreq'd=W*IA 2/8= Vreq'd=w*(1-2d)/2= Ireq'd (LL@U 180 Ireq'd (TL@L/ 180 0.557 ft-k 0.208 k 0.669 in ° 0.510 in " Use: 4Z1 6 (for uplift use Mr = 0.5 * Mallow) for column: end interior provides: Mr- 1.048 ft-k Reaction= 223 278 # OK Vr-- 4.030 k #12x314 teks: 0,41 0.51 1= 1.508 in 4 use: 2 4 Ridge Pur Length= trib width= 0 deadload= live load= depth= fin i Given: 10 ft 2.5 ft 10 ft. Span 3.7 psf 25 psf 4 inches 2.5 ft. Spacing Calculate: Required: DL= 9.25 Of Mreq'd=w* JA 2/8= LL= 62.5 plf Vreq'd=w*(1-2d)/2= TL= 71.75 plf Ireq'd (LL@L/ 180 Ireq'd (TL@U 150 Use: 4C1 6 0.897 ft-k 0.335 k )= 0.715 in4 )= 0.684 in4 for column: end interior provides: Mr- 1.894 ft-k Reaction= 359 448 # OK Vr- 4.030 k #12x3/4 teks: 0.66 0.82 I= 1.508 in 4 use: 2 4 Ridge Purtin - Uplift 10 ft. Span 2.5 ft. Spacing Given: Calculate: Required: Length= 10 ft DL= -6.94 plf Mreq'd=W*IA 2/8= 0.592 ft-k. trib width= 2.5 ft LL= 54.26 plf Vreq'd=w*(1-2d)/2= 0.221 k deadlbad= -2.78 psf P TL= 47.32 plf Ireq'd (LL@U 180 )= 0.621 in " live load= 21.70 psf @ 0.75 wind load factor Ireq'd (TL@L/ 180 )= 0.541 i n 4 depth= 4 inches Use: 4C1 6 (for uplift use Mr = 0.4 "Mallow) for column: end interior provides: Mr- 0.757 ft-k Reaction= 237 296 # OK Vr-- 4.030 k #12x3/4 teks: 0.43 0.54 1= 1.508 in4 use: 2 4 1912-Purlin.xls Perlin -Two Span Main Pur Length= trib width= deadload= live load= depth= firs Giver: Armadillo Self Storage, Phase 2 Building(s): 5, 6, and 8 10 ft. Span 10 ft 5 ft 3.70 psf 25 psf 4 inches Calculate: DL= LL= TL= 5 ft. Spacing 18.50 plf 125.00 plf 143-50 plf n (two equal spans} Required: Mreq'd=W*IA 2/8 Vreq'd=w*(0.625*1-d) Ireq'd (LL@U 180 Ireq'd (TL@U 180 12/5/2001 1.794 ft-k 0.849 k 1.008 in " 1.157 in 4 Use: 4Z1 6 fQLoluma: end interior provides: Mr= 2.096 ft-k Reaction= 538 897 # OK Vr-- 4.030 k #12x3/4 teks: 0.98 1.63 I= -1.508 in 4 use: 2 4 CSR= 0.78 OK for 2 span ' Main Perlin - Uplift 10 ft. Span 5 ft. Spacing (two equal spans) Given: Calculate: Required: Length= 10 ft DL= -13.88 plf Mreq'd=w* JA 2/8= 0.554 ft-k trib width= 5 k LL= 58.17 plf Vreq'd=w*(0.625*1-d) = 0.262 k deadload= -2.78 psf TL= 44.30 plf Ireq'd (LL@L/ 180 )= 0.469 in ° live load= 11.63 psf @ 0.75 wind load factor Ireq'd (TL@L/ 180 )= 0.357 in4 ' depth= 4 inches Use: 4Z1 6 (for uplift use Mr = 0.7 'Mallow) for column: end interior provides: Mr- 1.467 ft-k Reaction= 166 277 # OK Vr-- 4.030 k ' #1'2x3/4 teks: 0.30 0.50 I= 1.508 in 4 use: 2 4 CSR= 0.15 OK for 2 span ' Ridge Perlin 10 ft. Span 2.5 ft. Spacing (two equal spans) Given: Calculate: Required: Length= 10 ft DL= 9.25 plf Mreq'd=W*IA 2/8= 0.897 ft-k ' trib width= 2.5 ft LL= 62.5 plf Vreq'd=w*(0.625*l-d) = 0.425 k deadload= 3.7 psf TL= 71.75 plf Ireq'd (LL@U 180 )= 0.504 in 4 live load= 25 psf Ireq'd (TL@U-180 )= 0.578 in° depth= 4 inches Use: 4C1 6 for column: end interior provides: Mr- 1.894 ft-k Reaction= 269 448 # OK Vr-- 4.030 k ' #12x3l4 teks: 0.49 0.82 I= 1.508 in 4 use: 2 4 CSR= 0.24 OK for 2 span Ridge Purfin - Uplift Length= trib width= deadload= live load= depth= 10'ft. Span Given: Calculate: 2.5 ft. Spacing 10 ft DL= -6.94 plf 2.5 ft LL= 54.02 plf -2.78 psf TL= 47.08 plf 21.61 psf @ 0.75 wind load factor 4 inches for column: end interior Reaction= 177 294 # #12x3/4 teks: 0.32 0.54 use: 2 4 (two equal spans} Required: Mreq'd=w* JA 2/8= 0.589 ft-k Vreq'd=w*(0.625*1-d) = 0.279 k Ireq'd (LL@L/ 180 )= 0-.435 in 4 Ireq'd (TL@L./ 180 )= 0,380 in " Use: 4CI6 (for uplift use Mr = 0.6 ` Mallow) provides: Mr- 1.136 ft-k OK Vr- 4.030 k I= 1.508 in 4 CSR= 0.27 OK for 2 span a 1912-Purlin.xls �l Purlin-Three Span ' J 1912 Armadillo Self Storage, Phase 2 12/5/2001 Building(s): 5, 6, and 8 IMain Perlin Given: Length= ' trib width= deadload= live load= � depth= 10 ft. Span 10 ft S ft 3.70 psf 25 psf 4 inches Calculate: DL= LL= TL= 5 ft. Spacing (three equal spans) 18.50 plf 125.00 plf 143.50 plf Use: 4Z16 Required: Mreq'd=O.l 167*w* JA 2= Vreq'd=w*(0.617*l-d)= Ireq'd (LL@L/ 180 Ireq'd (TL@L/ 180 6 1.675 ft-k 0.838 k 1.087 in 4 1,248 in ° for column: end interior provides: Mr- 2.096 ft-k Reaction= 646 885 # OK V r-- 4.030 k #12x3/4 teks: 1.17 1.61 I= 1.508 in 4 use: 2 4 CSR= 0.68 OK for 3 span MENEOPMENNEENEWft ' Main Perlin - Uplift 10 ft. Span 5 ft. Spacing (two equal spans) Given: Calculate: Required: Length= 10 ft DL= -13.88 plf Mreq'd=O.l 167*w* JA 2= 0.520 ft-k ' trib width= 5 ft LL= 58.43 plf Vreq'd=w*(0.617*1-d)= 0.260 k deadload= -2.78 psf TL= 44.o56 plf Ireq'd (LL@L/ 180 )= 0.508 in° live load= 11.69 psf @ 0.75 wind load factor I req'd (TL@ L/ 180 )= 0.388 in° ' depth= 4 inches Use: 4Z1 6 (for uplift use Mr = 0.7 'Mallow) for column: end interior provides.* Mr- 1.467 ft-k Reaction= 201 275 # OK Vr= 4.030 k ' #12x3/4 teks: 0.36 0.50 1= 1.508 in 4 U58: 2 4 CSR= 0.13 OK'for 3 span Ridge Pur Length= trib width= deadload= live load= depth= tiro Given: for column: Reaction= #12x314 teks: use: 10 ft. Span 10 ft 2.5 ft 3.7 psf 25 psf 4 inches Calculate: DL= LL= TL= end interior 323 443 # 0,59 0,80 2 4 Ridge Perlin - Uplift Length= trib width= deadload= live load= depth= for cofumn: Reaction= #12x3/4 teks: use: 10 ft. Span Given: Calculate: 2.5 ft. Spacing Required: (two equal spans} 9.25 plf Mreq'd=O.l 167*w* JA 2= 62.5 Of Vreq'd=w*(0.617*1-d)= 71.75 plf I req'd (LL@L/ 180 )_ Ireq'd (TL@U 180 Use: 4CI 6 provides: OK CSR= 0.21 Ok for 3 span 2.5 ft. Spacing 10 ft DL= -6.94 Of 2.5 ft LL= 54.26 plf -2.78 psf TL= 47.32 plf 21.70 psf @ 0.75 wind load factor 4 inches end interior 213 292 # 0.39 0.53 2 4 M r= r= 1= (two equal spans) Required: Mreq'd=O. 1 167*w*l A 2= Vreq'd=w*(0-617*1-d)= Ireq'd (LL@L/ 180 Ireq'd (TL@U 180 0.837 ft-k 0.9419 k 0.544 in 4 0,624 in 4 1.894 ft-k 4.030 k 1.508 in 4 0.552 ft-k 0.276 k 0.472 in' 0.412 in ` Use. 4C16 (for uplift use Mr = 0.6 'Mallow) provides: Mr- 1.136 ft-k OK Vr- 4.030 k 1= 1.508 in4 CSR= 0.24 OK for 3 span Fj 1912-Purlin.xls • a G Columns a f 0 L' ti f Columns Project.* Armadillo Self Storage, Phase 2 Group '! Group 2: Building(s): 5, 6, and 8 Interior Columns Load Case: 1 Dead + Snow + 5 psf Lateral UBC 4"" 1612.3.1 (12-8 ) Load Case: 2 Dead + Wind (Uplift) UBC 1612-3.1 (12-9 ) Exterior Columns Load Case: 1 75%( Dead + Snow + 1/2 Wind) UBC 1612.3.2 ( 12-15 ) ( Endwalls Load Case: 2 75%( Dead + Wind + 1/2 Snow) UBC 1612-3.2 ( 12-14 ) Load Case: 3 Dead + 75%( Wind + Snow) UBC 1612-3.1 ( 12-11 Building Width = Building Length = Roof Slope = Roof Pitch = Eave Height = Int. Bay Spacing = Ext. Bay Spacing = Purlin Spacing = Dead Load = Snow Load= Wind Load = Wind Load Wind Load = 40 fte 110 ft. 3 inches/foot 2 (1=single, 2=double 10-188 ft. 10 fte 10 ft. 5 ft. 3.7 psf 25 psf 17.36 psf 20.03 psf 30.72 psf Wind Speed Exposure = C q� C_ C q C q= 10% Least Bldg. Dimension = Choose: Live Load =1, Snow Load =2 (wall and roof framing ) (wall corners ) { eaves, rakes, and ridges ) Group 1: Interior Columns Size: L x 15.188 ft. L y = 1.500 ft. 4C1 6x2.25 70 mph C 1.3 (wall and roof framing ) 1.5 (wall corners) 2.3 ( eaves, rakes, and ridges 1.06 12.6 psf 4 ft. L T = 5.000 ft. Two rows of horizontal hat channel bracing at 5 ft. o.c. Roof Area = 62.5 sq. ft., Wall Area = 75.938 sq. ft. Reduced Wind = 15.03 psf ( roof framing } Load Case: 1 interaction: Load Case: 2 Interaction: X Eq. C5.2.1-1 = Eq. C5.2.1-2 = T = Eq. C5. 1. 1 -1 = Eq. C5.1.1-2 = 1,79375 kips 8,650 in. -kips 0.190 kips at base 0.872 < 1.0 0.480 < 1.0 -0.708 kips 8.650 in. -kips 0.190 kips at base 0.384 < 1.0 0.342 < 1.0 P a = 4.824 kips M a = 22.877 in: kips Section is OK T a = 19.762 kips M a = 22.877 in. -kips Section is OK Use 4CII 6x2.25 for all Interior Columns I 1912-Column.xls GrouplCasel COMBINED AXIAL COMPRESSION AND BENDING Section: Depth Width Lip = Thickness = Radius = Fy 4C16x2.25 4.0 in. 2.25 in. 1.057 in. 0.060 in. 0.1875 in. 29500 ksi 55 ksi COMPRESSION CAPACITY: Section C4.1 4a Section C4-2: I Groups. 1 L x = 15.188 ft. =Column Height L y = 1.500 fto L T = 5.000 ft. P = 1.0794 kips M x = 8.650 in. -kips Load Case: 1 K x = 1.0 K y = 1.0 K T = 1.0 Since the'channel is singly-symmetric, Fe shall be taken as the lower value of Fe calculated according to AlSl Sections C4.1 or C4.2 2 * )2 Fe= Tr . E/(K*L/r Fex = 22.029 ksi Fey = 722.016 ksi r x = K x L x r x K y L y r y 1.585 in. 0.896 in. 114.964 < 200 OK 20-081 < 200 OK Fe 1/2*0 [(Ue + crt) - [((T e + U t )2 4*p* CT e * CT t )] 112j Qt=(1/(A'ro2))`[(G"J) + (Tr 2'E'Cw)!(Kt'Lt)1 A = 0.600 sq.in. ro = 2.843 in. G = 11800 ksi i = 0.000720 in. 4 CW = 2.648 in 6 p = 0.410 or t = 45.907 ksi Or ex = 22.029 ksi U ey = 722.016 ksi Fex = 16,538 ksi Fey = .207 ksi Xc= (Fy/Fe)"2 X C = 1.824 > 1.5 Fn = 14.503 ksi Full cross sectional area Polar radius of gyration Shear Modulus St. Venant torsion constant Torsional warping constant 0 ex +Or t= `ey +(T t= 67.936 ksi 767.923 ksi USE: Fe = 16,,538 ksi X C2 = 3.326 1912-Column.xis Groupl Casel Determine Effective Area, A e at f = Fn 0 Flanges: W= W /tS 1.28*( E / Fn )A 0.5 D / w= d= n = ku = Is = (d A 3)*t / 12 la = 399* (tA 4)*{[(w/t)/S]-(ku/4 )AO -5)A 3 Cz = I s / I a = 0.00265 0.00003 = ka = 5.25 - (5*( D / w)) = k = (C2 A n)*( ka - ku ) + ku X [1.052/(k AO .5)]*(w/t)*(Fn/E)Ao .5 b p * w = Lips: w /t=d /t= f= X _ [1.0521(k AO .5)]*(w/t)*(f/E )AO .5 = ds'= d * P = ds = C2*ds' _ 1.755 in. 29,2500 < 60 OK 57.728 w / t < S 0.602 < 0.80 0.810 in. 0.500 0.43 0*00265 in ' = 0.00003 in' 89.708 > 1.0 2.239 < 4.0 2.239 0.456 < 0.673 1.755 in., 13.492 14.503 ksi 0.4799 < 0.673 0.810 in. 0.-810 in-. Web: w / t = 3.505 in./ 0.060 in.= 58.417 k = 4. 4.000 X _ [1.052/(k AO .5)]*(w/t)*(f/E)Ao .5 = 0.681 > 0.673 be = P * w = 3.483 in,. Corners: u = 0.342 in. A e = 0.599 sq. in. Use AISI Section B4.2 Case 2 UseC2 = 1.000 Use ka = 2.239 P = 1.000 p = 1.000 P = 0.994 Pa= Pn/f1c=(Ae*Fn)/f1c Pn = 0- 8n684 kips 1.80 C, = 2-C2 USE: Pa = 4a824 kips • = 1.000 1912-Column.xis k GrouplCasel r BENDING CAPACITY: M a= Mn/f1b fl b = 1.67 M n = Nominal flexural strength calculated according to Section C3.1.1 : M n = Se' Fy S ex n AISI Sections C3.1 .1 or C3.1.2 Se = Elastic Section Modulus of the effective section calculated with the extreme compression or tension fiber at Fy 0.695 in.' 38,204 in,wkips Section C3.1.2 : M n = Sc' (Mc/Sf) My= Sf*Fy= Me = Cb*ro*A*( 9 ey*U t ) 1/2 2.78 ' My = 0.56 * My = Mc= My= Mc. / St = 41.469 / 0.754 = S = 0.695 in.' M n = 38204 in.mkit)s ma= Mn/f1b fl b = 1.67 Sf Elastic Section Modulus of the full unreduced section Sc Elastic Section Modulus of the effective section calculated at a stress = Mc / Sf in the extreme compression fiber Mc Critical Moment 41.469 in. -kips = 310.603 in. -kips 115.283 in. -kips < Me 23.222 in. -kips < Me 41.469 in. -kips 55.000 ksi Sf Cb USE: M n = USE: M a = INTERACTION EQUATIONS: Per AISI Section C5.2.1 (Allowable Stress Design ) Equation C5.2.1=1 : (P/Pa ) Mx)/( M 1 CMX = 1.0 Equation C5.2.1 -2 : (P / Pao) + ( Mx / M a ) < 1 I X 1,,508 in. 4 P ex = 13.218 kips CY x = 0.756 Aeo = 0.577 sq -in. Pao = 17.628 kips Equation C5.2.1-1 = Equation C5.2.1-2 = • 0*872 < 1.0 Om480 < 1.0 0.754 in.' 1,0 38204 in.wkips 22,877 in.wkips cxx 1 - (flc* P/ Pex ) P ex Tr2' E'Ix/( Kx`Lu)2 Pao= Aeo* Fy/flc Moment of inertia of the full unreduced cross section Effective cross sectional area calculated at f = Fy Section is OK w 9 1912-Column.xis Group 1 Case2 I COMBINED AXIAL TENSION AND BENDING Section: 4CI 6x2.25 Depth = 4.0 in. Width = 2.25 in. Lip = 1.057 in. Thickness = 0.060 in. Radius = 0.1875 in. E = 29500 ksi Fy = 55 ksi Groups. 1 L x = 15.188 ft. =Column Height qt L y = 1.500 ft. L T = 5.000 ft. T = 0.708 kips M x = 8.650 in. -kips TENSION CAPACITY: Ta=Tn/f1t=(An*Fy)/f1t Load Case: 2 K x K K T� fj t A n� 1.0 1.0 1.0 1.67 0.600 sq.-in. Tn = 33.002 kips Ta = 19.762 kips BENDING CAPACITY: M a = M n b fl b = 1.67 M n = Nominal flexural strength calculated according to AISI Sections C3.1 .1 or C3.1.2 Section C3.1 .1 : Mn=Se*Fy Se = Elastic Section Modulus of the effective section calculated with the extreme compression or tension fiber at Fy S ex = 0,695 in. 3 M n = 38.204 in. -kips Section C3.1.2 : Mn=Sc* ( Mc/Sf) Sf Elastic Section Modulus of the full unreduced section Sc = Elastic.Section Modulus of the effective section calculated at a stress = Mc 1 Sf in the extreme compression fiber Mc Critical Moment My= Sf*Fy= 41.469 in. -kips Sf = 0.754 in .3 Me R Cb*ro*A*( or ey*Q t )'12 310.603 in. -kips Cb = 1.0 2.78 ''_ My = 115.283 in. -kips < Me 0.56 ` My = 23.222 in. -kips < Me Mc= my= Mc / St = 41.469 / 0.754 = { S c = 0.695 in' M n = 38.204 in. -kips Ma= Mn/fib fl b = 1.67 41.469 in. -kips 55,000 ksi USE: M n = 38.204 in.mkips ESE: M a = 22,877 in.mkips INTERACTION EQUATIONS: Per AISI Section C51 A (Allowable Stress Design ) Equation C5.1.1=1 ) Equation C5.1.1=2 ) M nxt = M axt M ax Equation C5.1.1-1 = Equation C5.1.1-2 = 41.469 in. -kips 24.832 in. -kips 22.877 in. -kips 0.384 < 1.0 0.342 < 1.0 Section is OK Maxt= Mnxt/11b M nxt = Sf * Fy Max= Mnx/flb Mnx= Mn= 38.204 in. -kips r n 1912-Column.xls Columns Project: Armadillo Self Storage, Phase. 2 'Building(s): 5, 6, and 8 Group 2: Exterior Columns (Endwalls) Size: r L x = 10.188 ft. 4C1 6x2.25 ' L y = 5.188 ft. Horizontal girts at 5 ft. above floor L 7 = 5.188 ft. Horizontal girts at 5 ft. above floor Roof Area = 25 sq. ft,, Wall Area = 50.938 sq. ft. Reduced Wind = 16.70 psf (roof framing ) Reduced Wind = 28.94 psf (roof eaves, rakes, and ridges ) Reduced Wind = 15.54 psf (wall framing ) Load Case: 1 Interaction: Load Case: 2 Interaction: Load Case: 3 Interaction: P = 0.308 kips M x = 4.535 in. -kips V = 0.076 kips at base Eq. C5.2. 1 -1 = 0.251 < 1.0 Eq. C5.2.1-2 = 0.222 < 1.0 T = -0.156 kips M x = 9.069 in. -kips V = 0.151 kips at base Eq. C5.1.1-1 = 04373 < 1.0 Eq. C5.1.1-2 = 0.401 < 1.0 P = 0.101 kips M x = 9.069 in. -kips V = 0.151 kips at base Eq. C5.2.1-1 = 0.426 < 1.0 Eq. C5.21-2 = 0.415 < 1.0 n Use 4C1 6x2.25 11 Pam M a 7.178 kips 22.175 in. -kips Section is OK T a = 19.762 kips M a = 22.175 in. -kips. Section is OK P a = 7.178 kips M a = 22.175 in. -kips Section is OK for all Exterior Endwall Columns 0 5 1912-Column.xis GrouPCasel a COMBINED AXIAL COMPRESSION AND BENDING Section: 4C16x2.25 Depth = 4.0 in. Width = 2.25 in. Lip = 1.057 in. Thickness = 0.060 in. Radius = 0.1875 in. E = 29500 ksi Fy = 55 ksi COMPRESSION CAPACITY: Section C4.1: Section C4.2: Group: 2 L X = 10.188 ft. =Column Height L y = 5.188 ft. L T = 5.188 ft. P = 0.308 kips M x = 4.535 in. -kips. Load Case: 1 K x� K y_ K T 1.0 1.0 1.0 Since the channel is singly-symmetric, Fe shall be taken as the lower value of Fe calculated according to AISI Sections C4.1 or C4.2 Fe = Tr 2 * E / ( K * L / r )2 Fex = Fey = 48.959 ksi 60.369 ksi r x K x L x rx= K y L y r y 1,585 in. 0.896 in. 77.116 < 200 OK 69.447 < 200 OK Fe = ( 1/2*p ) * [( a e + (T t ) - [( Cr e + U t )2 _ ( 4*0* CT e * CT t )]1/2 ] Qt= (1/(A* r02 [(G * J prr2 * E * Cw)/(Kt * L t)] A = 0.600 sq.in. ro = 2.843 in. G = 11800 ksi J = 0.000720 in. 4 CW = 2,648 in. 6 (3 = 0.410 (T t ex CT y =� Fex = Fey = 42.773 ksi 48.959 ksi 60.369 ksi 25,807 ksi 28.198 ksi Xc= (Fy/Fe)"2 X c = 1.460 < 1.5 Fn 22.541 ksi Full cross sectional area Polar radius of gyration Shear Modulus St. Venant torsion constant Torsional warping constant or ex +t= Grey +t= USE: Fe = x C2 = 91.732 ksi 103.142 ksi 25,807 ksi 2.131 I 41 16 1912-Column.xls Group,2Casel Determine Effective Area, A e at f = Fn Flanges: w= w /tS 1.28*( E / Fn )AO .5 n = ku = Is = (d A 3)*t / 12 la = 399* (tA 4)*{[(w/t)/S]-(ku/4 )AO .5)A 3 C, = IS / la = 0.00265 / 0.00014 = ka = 5.25 - ( 5*( D / w )) = k = (C2 A n)*( ka - ku ) + ku X _[1.052/(k ^0.5)]'(w!t)*(Fn/E)^0.5 b P * W = Lips: wJt= d/t= f= X _ [1,052/(k AO .5)]*(w/t)*(f/E)Ao. 5 = ds' d Pds C2*ds' Web: w / t = 3.505 in. / 0.060 in.= k= X _ [1.052/(k AO .5)]*(w/t)*(f/E )AO .5 = be= P*w= Corners: U = 0.342 in. A e = 0.573 sq. in. 1,755 in. 29.2500 < 60 OK 46-306 w / t < S 0.602 < 0.80 0.810 in. 0.500 0.43 0.00265 in' = 0.00014 in ' 18.293 > 1.0 2.239 < 4.0 2.239 0.568 < 0.673 1.755 in. 13.492 22.541 ksi 0.5983 < 0.673 0.810 in. 0.810 in. 58.417 4.000 0.849 > 0.673 3.058 in. Use AISI Section B4.2 Case 2 UseC2 = 1.000 C, = 2-C2 Use ka = 2.239 p = 1.000 p = 1.000 p = 0.872 Pa= Pn/flc=(Ae*Fn)/flc Pn= 12.920 kips fl c = 1.80 USE: Pa = 7.178 kips 1912-Column.xls Group2Casel BENDING CAPACITY: M a = M n / fl b fl b = 1.67 M n = Nominal flexural strength calculated according to Section C3.1 el : M n = Se ' Fy Sex M n AISI Sections C3.1 .1 or C3.1.2 Se = Elastic Section Modulus of the effective section calculated with the extreme compression or tension fiber at Fy 0.695 in. ' 38.204 in.mkips Section C3.1.2 : M n = Sc' ( Mc ! Sf ) My= Sf*Fy= R Me= Cb*ro*A*( )1/2 2.78 * My = 0.56 ` My = Sf Elastic Section Modulus of the full unreduced section Sc Elastic Section Modulus of the effective section calculated at a stress = Mc 1 St in the extreme compression fiber Mc Critical Moment 41-469 in. -kips Sf = 0.754 in .3 86.693 in. -kips Cb = 1.0 115.283 in. -kips > Me 23.222 in. -kips < Me Mc = (10/9)*My*[l - ( My / 3.6*M Mc ! St = 39.954 / 0.754 = S c = 0.699 in. ' M n = 37,032 in.mkips Ma= Mn/f1b SZ b = 1.67 INTERACTION EQUATIONS: e )] = 39.954 in. -kips 52,991 ksi USE: M n = 37.032 in.*ips USE: M a = 22.175 in.mkips Per AISI Section C5.2.1 (Allowable Stress Design ) Equation C5.2.1ml : (P/Pa ) Mx)/( M 1 Equation C5.2.1=2 : (P / Pao ) + ( Mx ! M a ) < 1 Cmx = 1.0 otx= 1--(f1c*P/Pex) Pex *E*lx/(Kx*Lx )2 Pao=Aeo*Fy/f1c I x 1.508 in. 4 Moment of Inertia of the full unreduced cross section Pex = 29.377 kips ' a x = 0.981 Aeo = 0.577 sq.-in. Effective cross sectional area calculated at f = Fy Pao = 17.628 kips Equation C5.2.1-1 = 0251- < 1.0 Equation C5.2.1-2 = 0222 < 1.0 Section is OK 4 f�L 11 1912-Column.xis Group2Case2 COMBINED AXIAL TENSION AND BENDING Sections, 4C16x2.25 Depth Width = Lip Thickness Radius = Fy 4.0 in. L x= 2.25 in. L y = 1.057 in. L T = 0.060 in. T = 0.1875 in. M x = 29500 ksi 55 ksi TENSION CAPACITY: Tn Ta BENDING CAPACITY: Group: 2 10-188 ft. =Column Height 5.188 ft. 5.188 ft. 0.156 kips 9.069 in. -kips Ta = Tn / fl t = (A n * Fy ) / f1t 33.002 kips 19.762 kips M a= Mn/flb fl b = 1.67 M n = Nominal flexural strength calculated according Section C3.1 .1 : M n = Se ' Fy S ex= n i i Load Case: 2 K x = 1.0 K Y = 1.0 K T = 1.0 fl t = 1.67 A n = 0.600 sq.-ire. to AlSl Sections C3.1 .1 or C3.1.2 Se = Elastic Section Modulus of the effective section calculated with the extreme compression or tension fiber at Fy 0.695 in.' 38,204 in. -kips Section C3.1.2 : M n = Sc' ( Mc / Sf ) My= Sf*Fy= Me = Cb*ro*A*( a ey*(T t )1/2 2.78 ' MY = 0.56 ' My = St Elastic Section Modulus of the full unreduced section Sc Elastic Section Modulus of the effective section calculated at a stress = Mc 1 St in the extreme compression fiber Mc Critical Moment 41.469 in. -kips = 86.693 in. -kips 115.283 in: kips 23.222 in. -kips Mc = (10/9)`My'[1 - ( My 13.6'Me )] _ Mc / Sf = 39.954 / 00754 = S c = 0.699 M n = 37.032 Ma= Mn/flb fl b = 1.67 INTERACTION EQUATIONS: E i In. in.mkips > Me < Me 39.954 in. -kips 52.991 ksi . Sf Cb USE: M n = 0.754 in.' 1.0 37.032 ln.,wkips USE: M a = 22.175 ln.wkips _ Per AlSl Section C5.1 .1 (Allowable Stress Design ) Equation C5.1.1=1 : ( Mx/ Maxt) + (T/Ta Equation C5.1.1 =2: ( M x / M ax ) - ( T / Ta ) M nxt = 41.469 in. -kips M axt = 24,832 in. -kips M ax = 22.175 in. -kips Equation C5.1.1-1 = Equation C5.1.1-2 = 0373 0.401 < 1.0 < 1.0 Section is OK Maxt= Mnxt/flb M nxt = Sf'' Fy Max= Mnx/flb Mnx= Mn= 37.032 in. -kips 1912-Column.xls Group2Case3 COMBINED AXIAL COMPRESSION AND BENDING Section: Depth = Width = Lip = Thickness = Radius = E_ Fy = 4C16x2.25 4.0 in. 2.25 in. 1.057 in. 0.060 in. 0.1875 in. 29500 ksi 55 ksi COMPRESSION CAPACITY: Section C4.1 0 Section C4.2: 4 Group: 2 L x = 10.188 ft. =Column Height L y = 5.188 ft. L T = 59188 ft. P = 0.101 kips M x = 9.069 in. -kips Load Case: 3 K x = 1.0 K y = 1.0 K T = 1.0 Since the channel is singly-symmetric, Fe shall be taken as the lower value of Fe calculated according to AlSl Sections C4.1 or C4.2 Fe = w2* E / ( K * L / r )2 Fex = Fey 48,959 ksi 60.369 ksi r x = rye K x L x r x= K y L y r y= 1.585 in. 0.896 in. 77.116 < 200 69.447 < 200 Fe = ( 1/2*R)tC(Qe +Qt)-({Qe +mot}2-(4*R*(Te*Qc)1„21 Ut=(1/(A' r02))"[(G'J){('rr2'E'Cw)/(Kt`Lt)] A = 0.600 sq. in. ro = 2.843 in. G = 11800 ksi J = 0.000720 in., CW P= Cr t= ex i Fex Fey = 2,648 in.6 OA10 42.773 ksi 48.959 ksi 60,369 ksi 25,,807 ksi 28.198 ksi X c = Fy /.Fe )'/2 X C = 1.460 < 1 *5 Fn = 22.541 ksi Full cross sectional area Polar radius of gyration Shear Modulus St. Venant torsion constant Torsional warping constant ey= 91.732 ksi 103.142 ksi USE: Fe = 25.807 ksi X 2. 2.131 OK OK 1912-Column,xls GrouPCasO Determine Effective Area, A e at f = Fn Flanges: w= w /tS 1.281 E / Fn )AO .5 = ku = Is = (d A 3)*t / 12 la = 399* (tA 4)*{[(w/t)/S]-(ku/4)Ao -5)A 3 C, = Is/ la = 0.00265 / 0.00014 = ka = 5.25 - ( 5*( D / w)) = k = (C2 A n)*( ka - ku ) + ku X _[1.052/(k ^0.5)]'(w/t)'(Fn/E)"0.5 b p * w = Lips: art= d/t= f= X = [1.052/(k AO .5)]*(w/t)*(f/E)AO.5 = ds' = d * P = ds =C2*ds' Web: wlt= 3.505 in./ 0.060 in.= k - X _ 11.052/(k AO .5)]*(w/t)*(f/E)Ao .5 = be= p*w= Corners: U = 0.342 in. A e = 0,573 sq. in. 1.755 in. 29.2500 < 60 OK 46.306 w / t < S 0.602 < 0.80 0.810 in. 0.500 0.43 0.00265 in' = 0.00014 in ' 18-293 > 1.0 2.239 < 4.0 2.239 0.568 < 0.673 1.755 in. 13.492 22.541 ksi 0.5983 < 0.673 0.810 in., 0.810 in. 58.417 4.000 0.849 > 0.673 3.058 in. Use AISI Section B4.2 Case 2 Use C,, = 1.000 C, = 2-C2 Use ka = 2.239 P = 1.000 P = 1.000 P = 0.872 Pa= Pn/f1c=(Ae*Fn)/f1c Pn = 12.920 kips Sic = 1.80 0 USE: Pa. = T-178 kips 9 j 1912-Column.xls Group2Case3 BENDING CAPACITY: 0 M a= Mn/flb fl b = 1.67 M n = Nominal flexural strength calculated according to AlSl Sections C3.1 .1 or C3.1.2 Section C3.1 .l : M n = Se * Fy S e III n Se = Elastic Section Modulus of the effective section calculated with the extreme compression or tension fiber at Fy ' 0.695 in.' 38.204 in.mkips Section C3.1.2 : M n = Sc' (Mc / Sf ) My= Sf*Fy= Me = Cb*ro*A*( Or ey*Cr t )1/2 2.78 ' MY = 0.56 ` My = St Elastic Section Modulus of the full unreduced section Sc Elastic Section Modulus of the effective section calculated at a stress = Mc 1 St in the extreme compression fiber Mc Critical Moment 41.469 in.-wkips = 86.693 in. -kips 115.283 in., -kips 23.222 in. -kips Mc = (10l9)`My*[1 - ( My / 3.6*Me )] _ Mc / Sf = 39.954 / 0.754 = S c = 0,699 in. ' M n = 37-032 in.mkips' Ma= Mn/flb fl b = 1.67 * Me < Me 39.954 in. -kips 52.991 ksi Sf Cb USE: M n = 0.754 in.' 1.0 37.032 in. -kips ESE: M a = 22.175 in. -kips INTERACTION EQUATIONS: Per AISI Section C5.2-1 (Allowable Stress Design ) Equation C5.2.1=1 : (P / Pa ) + [( Cmx * Mx ) ! (M a' of x )] < 1 Cmx = 1.0 Equation C12.1 1*2 : (P / Pao) +,( Mx / M a ) < 1 , I x = 1.508 in. 4 Pex = 29377 kips a x = 0.994 Aeo = 0.577 sq.-in. Pao = 17.628 kips Equation C5.21-71 = 0,426 < 1.0 Equation C52.1-2 = 0,A1'5 < 1.0 r cx x 1 - ( fl c * P P ex ) Pex Tr 2 * E * I x KX * LX )2 Pao Aeo* Fy/f1c f Moment of Inertia of the full unreduced cross section Effective cross sectional area calculated at f = Fy r Section is OK h 0 1912-Column.xls w f 6 1 • i Reference Information r I 0 0 • Multi Lok=24TM Featuring Z�0 ncalumeFor Twice the Life! Zincalume combines the strength of steel with the corro- sion resistance of aluminum for twice the life of zinc coatings. 0 MultiLok-24 TM is a structur al standing seam roof system for how slope applications. Designed with three methods to seam the panel. -to suit the necessary wind uplift requirements. Weather -tight 31f - high standing seam and concealed , fasteners. 4:1 3 1/1611 2 4 1 1 covert ge rf-- 1 1311 18 3/4 Tested in accordance wi T n ,S_ th AS 68,, (air tr ion � . Tested in • /fit. ATM E-1 6,46 Ouster infiltration)- 0.1 .3,• -77 I both r 1.44 0.1 . 8 .1 o, � end retrofit n r tion, AMP I.. Has been tested in accordance with UL 580 and ASTM E 1 592. Meets UL 90 wand uplift requirements. Floating root clips allow for a total movement of 2 1/8" to 9 accommodate thermsl expansion on very tong runs. Factory -applied seam and clip sealant assures quality control, fast installation. El Choose from three different seam configurations (RollLok, TripleLok, or QuadLok) depending on specifications. .l7 MultiLok-24Tm system includes trim and accessories. ❑ Guide Specifications and Installation,, Flashing & Detail Guide available. 4 IMSA BUILDING PRODUCTS Tacoma, WA 800. 3 3 . 5 5, 253.383495S FAX �53_�1 _ Fontana, CA 800 272..24664t 909-823-0401 FAX 909 823 26AM � � 1 s A4ultiLo I k=24 TM Mult'I Lok-24TM Allowable Load U240 Ulan zz U240. U240 U240 RoIlLok Seam TripleLok Seam QuadLok Seam Roftok • Panels hand crimped at clips and n trio seaming took is used, Meeks UL 90 requirements. o elec- i Notes: This LCWIe applies t0 r�$i6w" loading only. Contact your IMSA Building Products represwtati%te (or information on "negative" (uplifo load ciry. • DeFle(Aion indicates the actual deflection in inches based on allowable uniform load • Values are based on the Arne+ican iron and Steel Institute (AISI) "Cold fomxld Steed Design Manual" (1996 Edition). • Steel conforms to ASTM A792 Grade D (Fy--50 ksj}. Loading Table Legend f-Load limited by flexural beading svess L-Spay (Indies) Om -Load limited by deflection SS. -Single span � DS-Double span TS-Triple span or More TripleLok • Panels are seamed using electric seaming tool. • FM 1-60 rated on purlins 5r-0`1 on center. QuadLok • Panels are seamed with two varying set of rolls, using the electric seaming tool. • Used for high wind conditions. IRON W v r U IMSA BUILDING PRODUCTS E Zincalume' is a registered trademark of BHP Steel (J Q IMSA Building Products Inc. October 2000 Printed in USA LA) Pty Ltd Revision SM (PS176) 4 Q" _.Emnhhl� folk 0 Featuring incaiumeFor Twice the fife! Zincalume combines the strength of steel with the corrosion resistance of aluminum for twice the life of zinc coatings. n uper-Span] is an economical, structural, ��� � .� 1/4" �1 1/46 *�J through -fastened roof or wall panel suitable for , � 1z" — j all-around general usage. 36" coverage . � Super Span" has been tested in accordance with UL580 and meets UL Class 90 wind uplift test 0- requirements. D Structural spanning allov,-s paned to be installed over solid substrates or spaced support members. :2 1 4 R• i' i n V t . .4 � Full -bearing sidelap rib provides consistent tiveather resistant joint. Provides traditional meta) roof or wall appearance D Can be installed on patches as low as 7 :12 with field th 1 1/4" high trapezoidal major ribs at 12" on applied mastic. center with one minor rib between each major rib. Z) Can be crimp curved to accommodate radiused � Tested for air infiltration per ASTM E 1 and water applications, infiltration per ASTM E 1646 (with field -applied side- Q 26 gauge Super Spans available in a wide variety or dap sealant), standard colors with the DuraTechT"'nt coating system. � Manufactured with high tensile steel for greater toad capability. � Matching trim packages are availablein the same gauge and color as the roof panel. D Fiberglass skylight panels are available to match the profile of the metal panels. IMSA BUILDING PRODUCTS Tacoma, WA --, 7- nri , CA - -?466P 909-823-0401 _ - ti SU-I)er Span° 4 R • r Super -Span Allowable Spans (ft-in) Loafs (Psi Gauge Conditions 10 is 20 25 30 3 } 40 45 50 71 + i i 55 U18 7-8 mow Eft/ -6 5-2 4.11 4.8 4.6 F t 26 1 1'13 -1 1 -8 9- -4 7.6 77.0 I - - am Y S U18 10-1 8-1 8- - - 6, 1 6.4 -1 -1 13-1 1-1 1 9--9 8- +. { - 7 1 TS L/I 80 9 -.2n 8 - 0 7-3 • f 1 - 8` :` '8 `1 1 I 3 - 6 5-1 4-10 4, I SS 1. 1 80 8-3 -3 6.47 •1 5-9 5-5 5 -1 4.10 24 1 - 10-7 9.18- -1 1 F 6-6 6.1 - 5- 9 S U1 8 11-11 9.8 f 8.101 8-11 + -8 -1 3-9 t 10 1 - -1 8- ,-3 6.10- -71 5-9 T L'7 8 1 -3 -11 8-1 7.1 8- - _1 - Notes: • 5tee1 conforms to A5TM A79? iZincalume`)-�Q.a00 psi minimum yield for 24 gauge and AST,vl Af 9? 80.000 psi minimum yield for 26 gauge. Values based based on the American Iron and Steel Institute iAfS!) "Specifications for the Design of Cold -Rolled Steel • Structural Members" 0 986 edition, with 1989 Addendum}, Span/Load combinations to the right of the bold fine apply to walls only. Specifications subject to change without notice. Loading Table legend f-Load limited bv flexural bending stress L-Span (inches) U180-Load limited by a deflection of 1/180 of the span SS -Single span DS-Double span TS-Triple span CL >.. or More IMSA BUILDING PRODUCTS Zintalumet is a registered trademark of BHP Steel (jLA) Pty Ltd � [MSA $wilding Products Inc. August ?OQO Printed in USA Revision 1 OM (PSI 70) 3-Shear SDI DIAPHRAGM SHEAR 1 DECK: 1.25"' Deck, #12 Frame Fastening, #14 Stitch Fastening 26 ga SuperSpan ( Exterior Walls ) ATTACHMENT PATTERN 3 screwslsht to supports 3 screwslsht at ends 60 " o.c. edge fastener spacing attached to column? - 1 60 " o.c. sidelap fastener spacing attached to column?- p L = 10 length (ft) np = 1 # of columns not at end Ls = 60 span (in) ne = 0 # of edge fasteners not attached to column LIV = 5 column spacing(ft) n5 = 2 # of seam fasteners not attached to column w = 36 deck width (in) N = 1.0 # of fasteners/ft at end support D 1.25 deck height (in) al _ 0.7361 (Exetw) dist factor at end condition t = 0,0195 deck thickness (in) , a2 = 0.7361 (Z") dirt factor at column condition Or = 933 support fastener Obs) I:X,2 = 306.75 Qs = 461 seam fastener (Ibs) Exe 2 = 306.75 1 0.0384 -panel moment of inertia in 4/ft dc = 12 corrugation pitch, in. Fy = 80 ksi panel s = 13.036 developed flute width 2(e + wf) + finches. ULT SHEAR CAPACITY BASED ON EDGE FASTENER ULT SHEAR = (2a,+nPaA+nJO,/L ULT SHEAR = 206.0375 plf ULT SHEAR CAPACITY BASED ON INTERIOR PANEL A = 1 (one fastener per location, at edge) k = 1-DL,/(240t 0. 5) ti = 0.8135 as = Qs/Qf as = 0.4941 ULT SHEAR = ((2A(X-1))+nsas)+(((2nP&T'=W p2)+(4ixe2))/(W2)))QWL ULT SHEAR = 189a90 plf ULT SHEAR CAPACITY BASED ON END OF PANEL TXP2 2))/(W2)) B = (nsas)+(((2nP 4AW + (4 "roxe B = 2.4083 ULT SHEAR = f )/(((B 2 )+((NL) 2 )) 0.5� ULT SHEAR = 218s45 plf SAFETY FACTOR (SF) _ 2.35 wind 2.50 seismic (N 2 B 2 /(L 2 2 2 0 - 5 Qf' (mechanical connections) SU = 189.9 plf (lowest of ultimate shear capacities) S = SJSF S = 81 plf -wind S = 76 plf seismic Stability Check: Sc= 12-95xlO3/Lv" (13t3 d C/S)0.25 Sc= 2.2968 k1f Sc= 2297 plf Ssc= Sc/(f.$) Ssc= 1148 plf factor of safety=2.0 S = 81 plf - wind S = 76 plf - seismic 5.0-26S uperSpan.x1s13-Shear I ie ALLOWABLE DIAPHRAGM SHEAR CAPACITY Page 1 i t 201 3-Fastener Fastener Pattern,9 26 ga SuperSpan 3 Screw Pattern for al, a2, I:x,,. 2 and j:X P 2 calculations at end cond at interior cond Xel 2.5 in xQ, — 6.25 i�MEN& 2 x�� -- 2,5 in x��2 = 6.25 ins XE2 = 0 in Xe22 = 0 in 2 x�2 = 0 in x�2z = 0 inz Xe3 = 9.5 in Xe32= 90.25 in 2 xp3 = 9.5 in xp32 = 90.25 in 2 Xe4 = 0 in Xe42 = 0 2 inxin � = p x�2 = Q ��2 Exe = 26.5 In 0 yX�2 � 306.8 in2 14.5 in xp6 0 0 in xp7= 0 in Xpa 0 in Exp = 26.5 in EX P Screw Fastener Strength Calculations: Per SDI Equations: Qf = 1,25 Fy t (1-0.005 F ) _ Qs = Per AISI '95 specification: Of = QS = „moo. Qf = QS = 28.5 t = 1.1700 kips 0.5558 kips 0.9330 kips 0.4610 kips 0.9330 kips 0.4610 kips Screw Fastener Flexibilities. Sf = 1.3 x 10 "3/(t)0.5 _ Ss = 3.0 x 10 -3/(t)O. 5 306.8 in 2 (equation 4,,5-1) (equation 4.5-2) 0.00931 in/kips (equation 4.5.1 m-1) 0.02148 in/kips (equation 4.5.1-2) ,- 5.0-26SuperSpan.x1s\3-Fastener Page 1 a 3/20/2001 6-Shear 0 SDI DIAPHRAGM SHEAR DECK: 1.25 of Deck, #12 Frame Fastening, #14 Stitch Fastening 26 ga SuperSpan ( Exterior Walls ) ATTACHMENT PATTERN 6 screws/sheet to supports 6 screws/sheet at ends 60 " o.c. edge fastener spacing attached to column?- 0 60 " o.c. sidelap fastener spacing attached to column? - 4 L = 10 length (ft) nA = 1 # of columns not at end Ls = 60 span (*In) ne = 2 # of edge fasteners not attached to column LV = 5 column spacing(ft) ns = 2 # of seam fasteners not attached to column w = 36 deck width (in) N = 2.0 # of fasteners/ft at end support D = 1.25 deck height (in) a1.4722 (Zxehv) dust factor at end condition t = 0.0 195 -deck thickness (in) ax = 1.4722 (Ex.1w) dist factor at column condition Of = 933 support fastener (lbs) zx,, 2 = 613.5 Qs = 461 seam fastener (Ibs) . Exe 2 = 613.5 i - = 0.0384 panel'moment of inertia in 4/ft dc = 12 corrugation pitch, in. Fy = 80 ksi panel s = 13-036 developed flute width 2(e + wf) +finches. ULT SHEAR CAPACITY BASED ON EDGE FASTENER ULT SHEAR = (2a,+nP(X2)+ne)QWL ULT SHEAR = 598-675 plf ULT SHEAR CAPACITY BASED ON INTERIOR PANEL A = 1 (one fastener per location, at edge) 1-DLv/(240t 0.5) � = 0.8135 as = QS/Of as = 0.4941 ULT SHEAR ULT SHEAR ((2A(i,.-1))+nsas)+(((2nPzXP 2 )+(4 ZXe2 ))1(W2)))QWL = 322*40 plf ULT SHEAR CAPACITY BASED ON END OF PANEL B = (n5as)+(((2nPTxoz)*(4TXez)u(W2)) 8 = 3.8285 ULTSHEAR = (OtNB)/(((B 2)+((N L)2))0.5) ULT SHEAR = 350.83 plf SAFETY FACTOR (SF) = 2.35 wind = 2.50 seismic 4 SU = 322.4 plf S = SJSF S = 137 Plf -wind S = 129 Of seismic (NzB2/(LzNz+Bz))o.s Of (mechanical connections) (lowest of ultimate shear capacities) Stability Cheek: SC= 12.95x1031Lv2 (13t3 dC/S)0.25 Sc= 2.2968 k1f Sc-mm 2297 plf Ssc= SCIU.S) Ssc= 1148 plf factor of safety=2.0 S = 137 plf - wind S = 129 Of - seismic ALLOWABLE DIAPHRAGM SHEAR CAPACITY r 4 (vo) (vo) N .0- SuP rSPan.x1s -Shear Page 1 • 3102 01 6-Fastener Fastener Pattern: 26 ga SuperSpan fi Screw Pattern for a,, a2, EXe 2 and Expo calculations at end cond at interior cond xe, — 2.5 i n Xe�2 = 6.25 in2 xp, -- 2.5 in xp,2 = 625 i�z Xez = 2.5 in xe22 = 6.25 in2 xa2 MEMO i n xp22 = 6m25 i n2 xe3 = 9.5 in Xes2 = 90.25 in2 xp3 9.5 in xp32 = 90-25 i n2 Xe4 = 9e5 i n xe42 = 9025 in 2 xpa = 9.5 i n xp42 = 90925 in2 Xe5 = 14.5 in x — 2 210.3 ire x -� 1 .5 i n ep5 �- 210.3 in 2 P Xe6 = 14.5 i n Xe 6 -� 210.3 in = 14.5 in x 2 = 210.E in 2 p Xe7. 0 i n x 2 2 0 2 e7 0 in -••- in xp7 j n X;>82 2 e Xe i n i n 0 n e e &W P zxp Ex 53 in I:X 2 - 613.5 in 2 Vx 53 in 2 613*5 in 2 Screw Fastener Flexibifities.s Sf= 1.3 x 10�/(t)05 = 0.00931 in/kips (equation 4.5,1-1) Ss = 3.0 x 103/(t)05 = 0.02148 in/kips (equation 4.6.1-2) t • i 5-0-26SuperSpan-xIs\6-Fastener 4 Page 1 3/20/2001 L� ■ � I Featuring 40 Zincc�lume Op Twice the -Life.? ti Full 36" coverage. Weather -resistant lap system. Complementary trim and accessories readily available. Available in a wide variety of attractive colors or bare ZincalumeO. i 36" Coverage Nor -Clads Section Properties Wt. S+ 1+ S- Gauge (Ibs/ftl) (inVft) i n Wt) (W/ft) (W/ft) 30 .54 1 .0112 0061 .0125 .0056 29 .62 0132 .0072 .0144 0067 26 .84 .0195 .O 101 0202 .0099 J, BHP Steel Building Products USA inc. Sacramento - 800-726-2727, 916-372-6851 fAX 916-372-7606 Las Angeles - 800•272-2466, 909-823-NOI FAX 909-823-2625 Phoenix - 800-551-2062, 602-59$-I200 FAX 602-598*-1219 Tacoma - 800-733.4955, 206-383-495g FpX206-272.0791 Salem - 800-272-7023, 503-390.7174 fAX 543-390-7443 Spokane - 800-776•8771, 509-535-0600 FAX 509-535-1346 Anchorage • 800-478-2727, 907.399-2727 FAX 907.344.7095 Salt Lake City - 84044I.2477, 801-978-0888 FAX 801-978-9099 • Notes: r Steel conforms to ASTM A-924/A-792 (fonnerivy,�.ST1t A-792) Grade E (Fy=80 ksi) for 29 and 30 gauge and ASTM A-9241A-792 (formerly ASTNI A-792) Grade D (Fy=50 ksl*) for 26 gauge. ❑ Values are based on the American Iron and Steel Institute (AISI) Specifications for the Design of Co Id -Formed Steel S&uctural Members (198 6 edition, with 198 9 Addendum). ❑ For wind loading, multiply allowable Load values by 1.33. El FOR SPANS TO THE RIGHT OF THE BOLD LINE, PLEASE CON7ACT YOUR BHP STEEL BUILDING PRODUCES REPRESENTATIVE. Loading Table Legend f-Load limited by flexural bending stress 1,-Spa.n (inches) Lh=-Load Emited by deflection SS -Single span t -t DS-Double span TS-Triple span or More VnWumeO Is, a registered trademark of BHP Steel (ILA) Pry Ltd Support TYP tw*" L L L Pt 4Mvv BHP BHP Steel Building Products USA Inc. I 0 BHP Steel Building Products USA Inc. September 1996 Printed in USA Revision (PS168). 4-Shear SDI DIAPHRAGM SHEAR i I - DECK: 0-.625" Deck, #12 Frame Fastening,48 Stitch Fastening 29 ga Norclad {Interior Partitions y ATTACHMENT PATTERN 4 screws/sheet to supports 4 screws/sheet at ends 60 " o.c. edge fastener spacing attached to column? - 0 (1/0) 30 " o.c. sidelap fastener spacing attached to column? - 0 (1/0) L = 10 length (ft) np = 1 # of columns not at end LS = 60 span ('in) ne = 2 # of edge fasteners not attached to column LV = 5 column spacing(ft) ns = 4 # of seam fasteners not attached to column w = 36 deck width (in) N = 1.3 # of fasteners/ft at end support D = 0.625 deck height (in) al _ 1 (Ixe/w) disc factor at end condition t = 0.0152 deck thickness (in) aZ = 1 (EVw) dist factor at column condition Qt = 727 support fastener (Ibs) ExpZ = 430 as = 261 seam fastener Obs} Exec W 430 I = 0.0067 .panel moment of inertia in 4/ft dc = 9 corrugation pitch', in. Fy = 80 ksi panel s = 9.5781 developed flute width 2(e + wf) + finches. ULT SHEAR CAPACITY BASED ON EDGE FASTENER ULT SHEAR = (2cxl+nPCX2)+n,)C)WL ULT SHEAR = 363.5 plf -4 ULT SHEAR CAPACITY BASED ON INTERIOR PANEL A = 1 (one fastener per location, at edge) X 1 -DLV/(24ot 0.5) X = 0.8944 as = QS/Qt as = 0.359 ULT SHEAR = ((2A(k-1))+nscxs)+(((2nP£�2)+(4LXe2))/(W")))QdL ULT SHEAR = 233,77 plf ULT SHEAR CAPACITY BASED ON END OF PANEL B = (nscxs)+(((2np EX p 2 )+(4ZXe 2))/(W2)) B = 3.4268 ULTSHEAR = (QfNB)/(((B 2)+ ((N L)2))0.5) ULT SHEAR = 241 v29 plf SAFETY FACTOR (SF) _ SU = 233477 Of S = S„/SF S = 99 Of -wind S = 94 Of seismic 2,35 2w50- wind seismic - (NzBz/(I.zNz+Bs))os Qf (mechanical connections) slowest of ultimate shear capacities) Stability Check: Sc= 12.95xl03/L� (13t3dc/s)o.ze Sc= 0.517 k1f Sc= 517 Of Ssc= Sc/(f.$) Ssc= 259 plf factor of safety=2.0 S = 99 Of - wind ALLOWABLE DIAPHRAGM SHEAR CAPACITY S = 94 Of - seismic 3 5.0-29Nordad.x1s\4-Shear Page 1 11 f712001 4-Fastener Fastener Pattern: 29 ga Norclad fir } 1, CX2, I:Xeand j:Xcalculations at end cond at interior cnd Xel = 2in - �- m Pl 4 in 2 in = x 2 =X in 2 in x =0 'n = 2 2 Cl 0 7 1 n Xe3 49 in Xe4 0 in Xe4 2 0 in 2 xp4 = 0 in xp4 2 0 in 2 Xe5 11 in Xe5 121 in xp5 = 11- in XP5 121 in Xe6 0 in� � in 2 � � to 2 P0 in x 16 in 2 2 x 2 2 e7 Xe7 256 in p7 16 in xp7 256 in Xe8 0 in x 2 0 in X in — in R I Exe � 36 in Exe 2 = 430 in 2 Exp = 36 in EX P 2 = 430 in 2 Screw Fastener Strength Calculations: Per SDI Equations: Qf = 1.25 Fy t (1-0.005 FY) _ QS = 18.8 t = Per AISI '95 specification: Qf = QS = use: Qf = QS = 0.9120 kips 0.2858 kips 0.7270 kips 0.2610 kips 0.7270 kips 0.2610 kips Screw Fastener Flexib Sf = 1.3 x 10'3/(t)° 5 = 0.01054 Ss = 3.0 x 10 -3/(t)0-5 = 0.02433 j I (equation 4.5-1) (equation 4.5-2) ilities: in/kips (equation 4.5.1 001) in/kips (equation 4.5-1-2) .9-29 Nrdad .l-Fastener Page 2 8-Shear SDI DIAPHRAGM SHEAR • DECK.,, 0.625" Deck, #12 Frame Fastening, #8 Stitch Fastening 29 ga Norclad '( Interior Partitions ) ATTACHMENT PATTERN 8 screws/sheet to supports 8 screws/sheet at ends 60 " o.c. edge fastener spacing attached to column? - 0 (1/0) 30 " o.c. sidelap fastener spacing attached to column? - 0 (1/0) L = 10 length (ft) np = 1 # of columns not at end LS = 60 span (in) ne = 2 # of edge fasteners not attached to column LV = 5 column spacing{ft} ns = 4 # of seam fasteners not attached to column w = 36 deck width (in) N = 2.7 # of fasteners/ft at end support D = 0.625 deck height (in) a, = 2 (I:xe/w) dist factor at end condition t = 0.0152 deck thickness (in) a2 = 2 (1xijw) dist factor at column condition Qf = 727 support fastener 41bs} ZXp2 = 860 QS = 2fi1 seam fastener �Ibs) Exe2 860 = 0.0067 Panel moment of inertia in 4/ft do = 9 corrugation pitch, in. Fy = 80 ksi panel s = 9.5781 developed flute width 2(e + wf) +finches. ULT SHEAR CAPACITY BASED ON EDGE FASTENER ULT SHEAR = (2aj+nPa2)+njQWL ULT SHEAR = 581 w6 plf ULT SHEAR CAPACITY BASED ON INTERIOR PANEL A = 1 (one fastener per location, at edge) A.= 1-DL,/(240t0s� X = 0.8944 as = QS/Qf as = 0.359 ULT SHEAR ((2AQ.-1))+nSCtS)+(((2nP ZXP2 )+(4ZXe2))1(w2)))QWL ULT SHEAR = 378.50 plf ULT SHEAR CAPACITY BASED ON END OF PANEL B = (nSaS)+(((2nP7.xp 2 )+(4Zxe 2 ))/(W,)) B = 5.417 5 ULTSHEAR = (QfNB)/(((B 2 )+((NL)2))1.1) ULT SHEAR = 385o97 plf SAFETY FACTOR (SF) = 2.35 wind = 150 seismic S„ = 378.5 plf S = Su/SF S = 161 plf -wind S = 151 plf seismic (NzBz/(LzNz+Bz))o.s Qf (mechanical connections) (lowest.of ultimate shear capacities Stability Check: Sc= 12.95x103/Lv� (13t3 dc/s )0.25 Sc= 0.517 k1f Sc= 517 plf Ssc= Sc/(f.$) Ssc= 259 plf factor of safety=2.0 0 S = 161 plf - wind ALLOWABLE DIAPHRAGM SHEAR CAPACITY S = 151 plf - seismic 7 .0-NOrl .cl \-S hear Page 4 1 1!/2001 .1 8-Fastener Fastener Pattern: 2 2 7 7 at en in in in in 29 ga Norclad 8 Screw Pattern for cxl, a2, Y1Xe 2 and EX P 2 calculations at interior cond 4 in 2 XP1 2 in X I 2 4 x — 2 !n in p p 49 i x in 2n49 in 2 X in x2 - �r 4 in 2 4 in 2 49 in 2 49 in 2 Xe5 = 11 in x 2 121 in 11 In x �121 in 2 Xe6 = 11 in Xe6 121 in xp6 11 in xp6 121 in Xe7 = 16 in X,,7 2 2561, in 2 xp7 16 in xp7 2 256 in 2 2 = 16 1 n Xe8 256 in 6 in 256 in 1. v 2 Exe 2 72 in 4wxe 860 i n - 2 in Y� 860 in . Screw Fastener Strength Calculations: Per SDI Equations: Qf = 1.25 Fy t (1-0.005 FY) = 0.9120 kips Qs = 28.5 t = 0.2858 kips Per AISI '95 specification: Qf = 0.7270 kips as = 0.2610 kips use: Qf = 0.7270 kips QS = 0.2610 kips (equation 4.5-1) (equation 4.5-2) Screw Fastener Flexibilitiesm, Sf = 1.3 x 10''/(t)05 = 0.01054 in/kips (equation 4.5.1-1) Ss = 3.0 x 10''/(t)05 = 0.02433 in/kips (equation 4.5.1*P2) f I L 4 • .0-2 or 1 d.x1 -Fastener Page 5 7 11 f712001 le a dbdpb i . M 16 0 Our structural sections b0 ridge the gap between strength and economy BHP Steel Building Products' structural sections prmide- an economical, but superior answer to your structural needs. Whatever your project or application, our structural sections stand ready to bridge the gap on a moments notice. :1 Lengths up to 45 feel available. -:1 Full range of sizes. Z) Competitively priced. :1 A variety of hole punching patterns. :1 Professional saes representatives are available to assist you. � A complete Tine of accessories available. BHP Steel Building Products USA Inc. Sacramento - 8-726-27 7, 16- -5851 FAX 916-312-7606 Los Angeles - 800.2 2-2466@ 90 - 23-041 FXX 909-8 3-252 Tempe - 0-551- 062602-" 10 FAX 5 I2 1 Tacoma - -73349. , 253-3834955 FAX - - 7 1 Salem - 0-272- . - 9 -717 -390-7443 Spokane # 0-7 -87719 509-5364097 FAX 509-535-1346 Anchors • 47 -2727907-349-2727 FAX. 907-344-7095 Salt Lake City - 800-441-2477, 801-97 - FAX 1-97 -9099 • L (ATWEME S6mou Noperties Section DxB Gauge Weight Ae IbAt in2 9 x--0.573 14 2.55 0.741 6 x 225 C 16 Z45 0.695 14 3.06 0.891 8z275 C 16 2$6 osis 14 357 1.041 14 3.82 1.100 13 4-59 ISM 8 x 325 C 16 326 0.892 14 4.08 1.144 9x225C 16 3.06 OS47 D 14 3S2 1.116 13 4.59 1.150 12 535 1.575 10x225C 16 326 OS69 14 4.08 1.191 12 S.72 1.681 10025C 14 4.59 1288 12 x 22.5 C 19 459 1274 19 9 4� 1 �qn 0 LOM 113 Is Is 1 D 1 ,• raecuon rropemes Section AXIS X-X AMS Y-Y DxB Gauge Weight Ae N Se Rx lv Sy Rx L IbAt in2 hA W is irY4 W in. 4x 225 Z 16 104 0374 IL71 0.72 1.3631 0.944 6 x 2.25 Z 16 2A5 0.694 4.017 1.236 2365 1.112 0.501 1244 0.944 14 3.06 0.89 4.99 1.639 2.359 1391 0.629 1245 0.97 8x225Z 16 2.86 0314 7.897 1.836 3.069 1.112 0.501 1.152 0.944 14 F0 P* 3ZI 1.04 9M2 2.424 3-C64 1.391 0.629 1.153 0.97 8 x 2.75 Z 16 3.06 0.837 14 3S2 1.065 13 459 1309 8 x 3.25 Z 16 326 OS54 14 4.08 1.109 14 13 3.82 459 1.115 1.345 12 5.35 1.568 10x225Z 16 326 0367 14 4.08 1.19. 10 x 325 Z 14 459 IMI 12 9_43 17% I 'Nfimftw�f %4MMMMi 1Z 6.43 IM3 L 36247 1 Noter Maten"als conform to ASTM A•653, Grade SO (Fy=55 ltsi minimum) with G60 galvanized coating. or ASTM A-570 Grade S F =SS ksiminimum) bare. - • Values used on the American Iron and Steel Institute AISI *Specification for the Design of Cold -formed Steel _ Structural Membee (1986 edition, with 19 9Addendum)# 4Aq,>P0 l -a and Se are net section properties used in beading and deflection calculations. e l r and Sy arc NO section properties. • Ae i net effective area of section III M BHP BHP Steel Building Products USA Inc. h C _. 0 BHP Steel Building Products [SSA Inc. March1998 Printed xn USA Revis o # PS 1 TABLE lot STRUCTURAL PROPERTIES OF STUDS, JOISTS, AND TRACK (CONTINUED) 20P 181P 16, and 14 "HDS" Punched C-Stud .250" Girt & Strut (20HDS400 & 2FHDS600) .325" for 20 GAUGE * 3 3" for 18 & 16 GAUGE . " for 14 GAUGE . 3i radius Punched hole: / # for I_5 W and -1/:' web depth d 1-1/2 for -1and err �r depth. Web Depth 0# . i OM46 0.5131 0.15410.069 0.671 1 0.033 7F.46 0.069 03 0.62. 0.1, 64 0.1 � .00 14 039 0.40 0.196 0.0346 0.743 0.219 0.406 1362 0b44 0.4.46 0.406 0.0346 0.758 UZI 0.441 1.40 0.0 4 0.444 0. 41 OM46 0jm 0.236 0.556 1.534 0.0450.436 0.336 0.0346 0.976 0 1.191 2#034 OJD49 0.414 0.0346 1.0 7 0303 1.472 2.1% 0m0 I 0.40611.472 •0.0431 0. 10 0147 0.W 0.994 O .3 0.473 02A3 0.0451 0.994 0193 0.538 1337 0,062 0.461 0.538 0.0451 1.013 0�96 0.565 1.401 0.D63 0.459 0-S83 OL4 1 1.070 0315 0.739 1.531 0.063 0.454 0.739 0.0451 1.300 0.363 1.5871.036 0.071 0.431 1.587 ' 0.0431 1376 1 0.405 1.962 2.200 0.073 0.423 1.%2 0.0451 1 A83 0.496 3.996 24Q 0.076 0.3961 3.996 0.0366 1-1 0.307 0301 0.969 0.067 0.468 0.301 0.0566 1.236 0.364 0.664 1.350 0.076 0.436 0.664 0.056 1..6+0 0.371 0.721 1.394 O.M 0.04 0.721 0.0366 1.332 0.392 0.912 1.37..E 0.09 0.44S 0.91 0.0366 1 71- 0.477 1.963 2.029 0.066 0.42 1- 0.0566 1.717.006 2.430 2.192 0.088 0.413 2.4301 0.05,66 2.101 0.619 4.959 2.831 0 94 0.390 4.939 0.066 2.46 0.732 g.726 3.433 0.06 0366 8.726 0.071 1.11 0366 0.371 0.960 Ox3 0.45 0.371 0.0713 1.554 0.437 0.324 1.347 0.094 0.433 OM4 OW13 1384 0,466 O 96 1.366 0.093 0.451 0.396 VZ713 1.675 0.493 1.134 1.517 O 98 0.446 1.134 0.070 .1.0 6 0.6+00 2.452 2.022 0.107 0.423 2. OJ7713 2.159 OA36 3D36 2*16.5 0.110 0.416 3.13 6 0.0713 � 4 3 0.776 &2" 2.824 0.117 0.1m 61% 0. 7 L3 .I 7 0.921 10.936 t"6 0.123 OJ6S 10#9 36 1715-P 5 0.063 0.131 1640 -1-164 6.1 4CE- 03 O .r3 1 #4.22 O 30 0.144 0.161 2346 -1 Z22 1 7349E-03 0.054 1.505 0 .539 0125 0,21 4 4 2 -0.902 ig.729E-05 0.109 1.693 0.716. OM6 0.220 4658 -0..39 6.9+0 '-03 0.116 1.721 0.73 0.270 O 3 l IGNOMON 5327 -ID1 3 9.42M--03 0.147 1 AN 0.77 /� 0.421 .0 .32 -0.7 1.149E-0 0301 2r202 0.m 0.478 0.30 9 40 -0.704 111 -04 0367 2.342 . 10 0.1 % 0.247 3W - 1-0 1 1.67SE-04 0.0851 0.308 0 293 6079 -0.963 I.9&E-04 0.167 1.726 0.689 0.323 0."996 6377 - 0-9 M- 4 0.180 1.753 0.707 k 0369 0.315 7298- 0. ] 2 113 M-04 0.221 1.839 . 4 ' 0.577 0.383 114W - 0.768 2 SE-04 0.4 4 ,226 0.875 0.654 0.405 129 -0.7 4 L74 -04 0,339 2 4 O 98 0.999 0.496 19740 - OZ46 3.3E-04 1.030 L939 0.932 0.240 0.307 72W " 1.079 3.283 04 0.102 1 J36 0.507 0.379 0.364 113 - . 32 3A -04 0.201 1.714 0.691 0396 071 11917 -0-939 3.963E-04 0.17 1.41 0.709 0.436 0.392 13631 -0.900 4.189E-04 0167 1.826 0.757 0.714 0.477 21 -0.777 5.096E-04 0.536 2.214 OZ77 0.610 0.506 24257 -0.744 339E--04 0.633 2.353 0.9 1140 0.619 37120 - 0.637 6.607 -04 1151 2.923 0.933 1.4w 0.667 41930 -0.558 7.81 SE-04 U76 3. 17 0.973 0."7 0.386 1 0064 6 44E- 4 0.130 1.5349 0" 0.471 0.457 14M -0.935 7i73 -04 O , 3 1 #709 0.687 0.494 0.466 14= -0.942 7.903E-04 0172 1.736 0.70 0.567 0.493 169 ■ -0.903 6.IE-04 0.336 2.321 0.754 0.892 04M 2669 -0.779 F 1 17 -03 0.673 2208 0.973 1.012 OA36 30296 - 0.7 6 IMM-03 0A 16 2.346 0299 1.352 0.776 46471 -0.6. 6 1.319E-03 1,56,E 2.921 0.932 2.196 0.921 6 5 4977 0359 1 61 -03 2.596 3.310 0.975 is Fastener & Framing AISI Specification Provisions for ScrewConnections #12-14 IFS Plated steel Scre%N (Reference. CC Ss Technical Bullefin Vot 2. No 1# February 1 # 12 Screw Diameter - 0.212 in Minimum Shear Strength = 2025 Ibs Framing to Framing Fastening Capacity:(Reference: Atlas Technical Data) 4,,3*1 connection shear - 18ga I 18ga Fran ing: E4.3.1 connection Shear - 16ga I 18ga Framing: l F t� t2 t2 tI t#t,= 7.5 ksl (tensile strength of top framing member 67.5 ksi (tensile strength of bottom framing member 0.212 in F nornin l diameter of self-dn"Hing scrag # 12 0.060 in (thickness of top framing member, 18ga 0.060 in (thickness of bottom framing member;' 1 ga 1 .0 <= 1.0 1.0 <= 2.5 True -. True Fu, = 67.5 ksi (tensile strength of top framing rnemb r Fu2= 55 ksi (tensile strength of bottom framing member d 0.212 in (nominal diameter of self -drilling screw # 12 ti 0.060 in (thickness of top framing member, 15ga t = 0.048 in (thickness of bottom framing member, 18ga t2 t,= ;8 <= 2.5 .True Pns = 4.2 t ' „ ,r 1.91 a44 kips - Controls = .�(t,'* d r.F�1.11 ip1ops . kips lrol Pni = 2.7*tj*d*F„I= 2.3122kips pla - 2.7 * tj * d * Ful = 2.3182kis P 2.7*t*d*F = 2.31822kips Pns = 2.7*t*d* Fu2 = 1.1114kis Allowable Shear 1 # 1 ga = 639 lbs FS = Allowable Shear 1 g 18ga = 373 lbs FS 3) (Shear Capacity 2025 Ibs > 1.25 Prn = 2398 Ibs) . False (Shear Capacity 2025 lbs < 1.25 P = 1398 Ibs) <<� True (Therefore, Allowable Shear Capacity 640 Ibs S = 3)) E4.3.1 connection shear 18ga 18ga Framing E4.3,1 Connection shear 20ga 18ga g Framing: ti= t # tI - Allowable Shear (Shear Capacity 5 ksl' (tensile strength of top framing member) 55 ksi (tensile strength of born gaming member) 0.212 in (nominal diameter of self -drilling screw 12 0.048 in (thickness of top framing member, 18ga .048 in (thickness of bottom framing member, 18ga 1.0 <= 1. 1 .0 <= 2. 4.202 9w d " . F 2.7*tj*d*FUI = 2.7 . t * . u2 18ga 18ga 2025 lbs > 1.25 P 1.11 51 kips 1.51114 kips 1.51114 kips True . True <<. Controls 373 Ibs (FS = 3) 139$ lbs) «- True E4.3.1 connection shear toga I 20ga Framing: Fu, = 45 ksi (tensile strength of top framing member Fu2 = 45 ksi (tensile strength of bottom framing member) d = 0.212 in (nominal diameter of self -drilling screw f 12 t, = 0.035 in (thickness of top framing member, 20ga) t2 = 0.036 in (thickness of bottom framing member, 20ga tI = t 41 Allowable Shear (Shear Capacity 1.0 <= 1.0 1 .0 <= 2.5 .2 (t23 . 112 . F . 94 1 kips P 2.7 * tj * d * uI = .92729 kips 2.7 * t * d * F .92729 kips . True True <... Controls 2ga I toga = 18 Ibs Fs = 8 2025 lbs < 1.25 Pns = 743 Ibs) < <. True !' 1 l= d� t� ,- t tl tlti= pns Allowable Shear (Shear Capacity 45 ksi 55 ksi 0.212 in 0.035 in .048 in (tensile strength of top framing member (tensile strength of bottom framing member (nominal diameter of self difing screw -# 12 (thickness of top framing member, 20ga ; (thickness of bottom framing member, 18ga 1.4 <= 1. 1.4 <= 2.5 4.2 t'*d" .F,, = 1.11851 kips P 2.7 * t, * d * FU, = 0.92729 kips 2.7 * t * d * F,2 = 1.51114 Kips 20ga 18ga 2025 lbs > 1.25 P - False - True ...r.4 Controls 309 Ibs (Fs = 3) 1159 Ibs) «- True E4,3.1 Connection Shear-* 20ga 18ga Framing: Ful = 45 ksi (tensile strength of top framing member) 7.5 ksi (tensile strength of bottom framing member d = 0.212 in nominal diameter of self -drilling screw # 12 tj ` 0.036 in (thickness of top framing member, 20ga t2 # 0.050 in (thickness of bottom framing member, 1 ga ttj= t # tI = P ns P P Allowable Shear (Shear Capacity 1.7 <= 1. 1.7 <= 2.5 :. False True .2 t . r * Fu 1.91844 kips .7 * t j ` d * Ful 0.92729 trips Controls 2.7*t * d * Fu2= 2.3182 +kips 20ga 1 ga 309 lbs FS = 3 025 Ibs 1.25 P = 1159 Ilbs . Tree Fastener - Panel AISI Specification Provisions for Screw Connections • (Reference: CCFSS Technical Bulletin Vol. Z Na 1, February 1993) #12-14 HWH Plated Steel Self -Drilling Screw 12 Screw Diameter = 0.212 in Minimum imam Tensile Strength = 3000 i s Maximum allowable gash eted washer diameter = 0.5 i Panel to Framing Fastening Capacity: (Reference: Atlas Technical Data ,4.1 Pull -Out # 1 ga Framing: E4.4.2 Pull -Over w 2 ga Panel: Pu2 = 67,5ksi d = 0.212 in to = 0.060 in (tensile strength of top framing member, (nominal diameter of self -drilling screw, (thickness of top framing member, 1 6ga ) #l2) 16ga ) Fto = 82 k sl (tensile strength of panel, 2a dw = 0. 5 in Max. allowable gasket6d washer diameter t, = 0.024 In (thickness of top panel, 24ga Pnot = 0.85 atc* d ' Fu2 0.730kips w=1. *t,*d ul = 1.46lops (Check that Tensile Capacity* 3000 i s > 1,25 Pno 912 i s Okay (Check that Tensile Capaa"ty: 3000 i s > 1.25 Pnov " 1845 lh ..1 11-0 - I 8ga Framing: u2 = - 55 ksi d = 0.212 in tc = 0.048 in (tensile strength of top framing member, (nominal diameter of self-driiling screw, (thickness of top framing member, 18ga } #12) 18ga ) . .2 Pul143ver # 26ga Panel: ul = 82 ksi (tensile strength of panel, 2 .8 in (Max. allowable gasketed washer diameter) tj = 0.0179 in (thickness of top panel., 26ga Pit = 0.85 ' tc ' d ' Fu2 = 0.476 kips } Pnjov = 1.5 ' t, ' dw ' Ful _ 1.101 kips) (Check that Tensile Capacity: 3000 Ibs > 1.25 Pno - 595 lbs) Okay (Check that Tensile Capacity: 3000 !bs > 1.25 Pay = 1376 Ibs } Okay 4. .1 Pull-wOu - toga Framing: Fu2 = 4 5 ksi d = 0.212 in tc = 0.03 in (tensile strength of top framing member, 20ga ) (nominal diameter of self -drilling suety, # 12 ) (thickness of top framing member, gaga ) ..2 Pull -over - 2ga Panel: Ful = 82 ksi (tensile strength of panel, -2a IF dw = 0.5 'in (Max. allowable gasketed washer diameter) , = 0.0133 in (thickness of top panel, 2a Pr4t = 0.85 d " F„2 0.284 .kips) Pn,,, = 1.5 ' tj • dw' Ful = 0.818 kips) (Check that Tensile Capacity: 3000 Ebs > 1.25 Pno 355 !bs) Okay (Check that Tensile Capacity: 30001bs > 1.25 Pnov = 1022 lbs) Okay Allowable Loads: Allowable Loads Increased by 1.3333 for Wind Loading: 26ga Panel to 26ga Panel to 26ga Panel to 18ga Framing = 18ga Framing 2 ga Framing 0 243 rbs (FS = 3) 159 Ibs IFS = 3) 95 Ibs (FS = 3) • 324 Ibs 211 !bs 126 Ibs J i r 0 TECHmFAST METAL SYSTEMS INC. r STRUCTURAL CALCULATION For: Dennis Chinn P.O. Box 661 Medina, WA 98039 Project: Armadillo Self Storage Buildings: 1, 21 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 April 7, 2000 CEIV D MAY 0 8 2000 DEVELOPMENT SERVICES CTR. CITY OF EDMONDS EXPIRES: A P j t Headquarters: 711 St. Helens. Suite 200 Tacoma, WaShington'9840Z 253-572-4440 800-709- 0 Fax 253-572-6396 Website www.techfast.com Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 RESPONSE TO STRUCTURAL REVIEW : Review by Whitely Jacobsen and Assoc. for the City of Edmonds No. 1 Sheet T -1 has been revised to show an 80 mph Wind Speed and Exposure B. AID the structural calculations have been revised to meet these wind load requirements. No. 2 Interior column base clip connection to the floor slab was designed for a wind uplift + wind shear load combination. Allowable anchor tension and shear loads were not increased by a 1.33 factor for wind loads. It is our opinion, that since the design loads { maximum tension = 485 lbs maximum shear = 210 lbs } are relatively small the redundancy of two anchors at each column base clip is not necessary. No. 3 Per the attached calculation, the maximum elongation of the roof tension bracing straps is 0.196 inches, which would correspond to a story drift of 0.00160H. No. 4 Pasting of the Floor Live Load = 125 psf is the owner's responsibility. No. 5 Building 3 seismic load calculations have been revised. No. 6 Minimum screw and edge spacing has been shown on the details. No. 7 Bent 16 ga. Clip is Mark XXA. No. 8 Back to back columns are fastened together with # 12 x 3/4" self drilling screws at 24" o.c. No,. 9 Attached are calculations for SDI diaphragm shear using allowable 19,96 AISI Specification. The allowable shear fora #12 screw per th 1 ,135 lbs per SDI Equation 4.5 -1. shear capacity for screws derived from the e AISI Specification is 501 lbs. versus No.,10 Detail 10/ D3 does not apply. Detail 8 ! D6 has been added for this condition. i No. 11 A schedule of section properties and manufacturers has been added to Sheet T -1. 0 r I I 4 a'M t' a Armadillo Self Storage Buildings: 1, 29 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 R wall --OF lime ip 1 3 4 Bays Cagy 5 ft. o.c. Astrap= (TxL)/(AxE) C! A totai L = 11.18 ft A = 0.12 sq.in. E = 29500 ksi Strap Length = 11.18 ft Building 1: Eff. Lateral Load = No. of Braced Bays = 0 ft Max. Strap Tension = 4 Building 2: Eff. Lateral Load = No. of Braced Bays = Max. Strap Tension = Building 4: Eff., Lateral Load = No. of Braced Bays = Max. Strap Tension = Max. Strap Tension @ Bay I= 7,142 Ibs 3 2329 Ibs 15,489 Ibs 6 2525 Ibs 9,999 Ibs 4 2446 Ibs 2525 Ibs Bay 4: P/2 = 322 a 7 Ibs. T = 360.8 Ibs. 0 = 0,0122 inches @ Bay 3: P = 968.1 Ibs. T = 1082.4 Ibs. 0,0367 inches Bay 2: P = 1613.5 Ibs. T = 1803.9 Ibs. 0 = 0.0611 inches Bay 1: P = 2258.9 Ibs. T = 2525.5 Ibs. 0,0856 inches 0 total = 0.1957 inches Eave Height = 10.2083 fto Drift = 0 total / Ease Height = 0*00160 H I 6-Shear SDI DIAPHRAGM SHEAR [l DECK: 3"' x 22 Ga. Deck, #12 Frame Fastening, Button Punch Seam Fastening 3W x 22 Ga. Panel ATTACHMENT PATTERN: s screws/sheet to supports 6 screws/sheet at ends 12 to o.c. edge fastener spacing 12 " o.c. sidelap fastener spacing 120 10 36 attached to support?,, 1 (1/0) attached to support? - 0 (1/0) length (ft) np = 2 # of supports not at end span (in) ne = 27 # of edge fasteners not attached to supports support spacing(ft) nS = 30 # of seam fasteners not attached to supports deck width (in) N = 2.000 # of fasteners/ft at end support 3 deck height (in) a, � 1.5833 (Exe/w) dist ta cto 0.0295 deck thickness (in) a2 = 1.5833 (Exdw) d i st facto 501 support fastener (lbs) 1xP 2 � 697.5 209 seam fastener (lbs) Exec = 6974.5 0.769 pane! moment of inertia in 4 /ft 2 corrugation pitch, in. Fy = 38 ksi panel 16 developed flute width 2(e + wf} +finches. ag = QS/Qt as = 0,4169 B = (nscxs)+(((2nPExP 2)+( B = 16.812 41xe 2))/(W2)) c ULTSHEAR = (QfB)/L+((WCAJ,5)(fcA ULT SHEAR = 5*185 kips / ft.6 SAFETY FACTOR (SF) _ SU = 5ol 85 k1f S = SJS F S = 1.595 klf 125 1 0-5)/19500) 145 pcf 3000 psi r at end condition r at interior condition (5-3-1 ) ALLOWABLE DIAPHRAGM SHEAR CAPACITY r 1 Q.0-22-3W.xlslfi-Shear Page 1 air 1/Z000 ii 6-Fastener . Fastener Pattern. 3W x 22 Ga. Panel 6 Screw Pattern 2 for c , c , EXe and . calculations at end cord at interior c an x4.5 ire x -- 20.25 ire 1 .5 inn x � in1P X .5 in Xe2 2 20.25 in 2 xp2= 4.5 in xp2 2 20.25 Ire 2 0 2 5625 Xe33 P 5 in x 2 56.2 5 i n 2 7.5 in p x MEMO 7.5 in x 56.25 in7.5 In Xe5 = 16.5 1n xe,5 — 272.3 in 16,5 ire xp5 2 272.3 ire 2 = 2 -� - 2 = 272.3 16.5 ire x 2 2.3 in �.� � x in o X o 1n X = o inr XeB 2in-x_in2!X in P '"moo P8 0 in Exe 57 in, I;xe2 = 697.5 in2 zxp = 57 in y X P 2 = 697.5 in 2 Screw Fastener Strength Calculations. Per SDI Equations: Of = 1.25 Ft (11 -0.005 F ) _ QS = Per AISI'95 s Qf = 240 F pecification: 1.135 kips 0.209 kips 0.501 kips 0.501 kips 0.209 kips Screw Fastener Flexibilities.m Sf=1.3xlO-/(t)' Ss = 30 x 10' /(t) 0.00757 0.17467 (equation 4..5-1) (equation 4.7-1) i in/kips (equation 4.5.1 -1) if (equation 4.7-2) • a 10.0-22-3W.x1s\6-Fastener Page 1 4/10/2000 i�% 6-Stiffness SDI DIAPHRAGM STIFFNESS �J 11 DECK: 3" x 22 Ga. Deck, #12 Frame Fastening, Button Punch Seam Fastening 3W x 22 Ga. Panel ATTACHMENT PATTERN: r 6 screws/sheet to supports 12 " o.c. - edge fastener spacing 1211 o.c. - seam fastener spacing L = 30 length (ft) nP = 2 # of supports not at end LS = 120 span (in) ne = 27 # of fasteners not at support Lv = 10 span (ft) n$ = 30 # of seam fasteners not at support w = 36 deck width (in) N = 2 # of fasteners/ft at end support D = 3 deck height (in) a , = la583 (Exjw) dist factor at end condition t = OvO295 deck thickness (in) aZ = Is583 (I;xdw) dist factor at support condition Sf = OwOO757 support fast (in/kip) Ex P 2 = 697.5 SS = Oml 7467 seam fasten (in/kip) yxe2 = 697o5 E = 29500 (ksi) C = (Et/w)SX24U(2cxl+nPOC2+2nsswss)) C = 14.7466 h = 3 (deck depth) f = 4.75 (top flange width) w = 125 (web length) g = 1125 (horiz comp of web) d = 12.0 (pitch) s = 16.00 (stretch out) e = 2*375 (bottom flange width) t = OwO295 (thickness) G I _ (Et)/(2.6(s/d)+C) + 3-5dC(f1C)AO .7 Go = 502 kips/in SHEAR STIFFNESS 0 dc fc 2.5 inches 3000 psi 10.0-22-3W.x1s\6-SUffness Page 1 0 4/10/2000 r� am Screw Size: t.2 / t1 = i visi 4 Lei i M 12 0,0314 inches. 0.075 inches 2389 ( Per 1996 AISI Specification - Section E4 ) Screw Diameter ( d ) : 0.216 inches � thickness of top framing member) ( thickness of base framing member } For Q / t1l < 1.0, Pns shall be taken as the smallest of Pns = 4.2*[(t2 A 3)*d]Ao .5*Fu2 (E4.3. 1 -1 ) Pns = 2.7*tl*d*Ful (E43-1-2) Pns = 2.7*t2*d*Fu2 (E4.3.1-3) For Q ! tl > 2.5, Pns shall be taken as the smaller of ' Pns = 2.7*tl*d*Ful (E4.3-1-4) Pns = 2.7*t2*d*Fu2 (E4.3.1-5) ' Ful = 82 ksi Fug = 65 ksi Pns = Pnt = Pns Screw Shear Strength Pull -Out I�frQ•rtTii Pns Factor of Safety = 2.606 kips 1.502 kips 2.843 kips 1.502 kips 3vO Allowable Shear = Pns / F.S. Pnot = 0.85*t2*d*Fu2 Pnot 895 Ilbs. Pnov = 1.511 *d*Ful Pnov = 1931 Ilbs. 2.05 kips 501 Ilbs. E: 1.25*Pns = 0 1.877 kips u ilding 1 • a • 0 I Bldg 1 1i IMP A "M On Armadillo Self Storage Buildings: 1, 27 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 GOVERNING CODES: PAGE Building: 1 Uniform Building Code (UBC ), 1997 Edition AISC Steel Construction Manual, 9th Edition AISI Cold -Formed Steel Design Manual, 1996 Edition SDI Diaphragm Design Manual, 2nd Edition 11 BUILDING INFORMATION: Width = Length = Eave height = Roof slope Roof height = Bay size CMU Walls ? Tilt -up Walls ? DESIGN LOADS: Dead Loads: BUILDING 40 ft. 80 ft. 10.2083 ft. 3:12 15.208 ft (max. ) 1 1(1=single2 slope, 2=double slope) 5 ft. - transverse direction 10 ft. - longitudinal direction Y Y N) N Y N) ROOF 24 GA. Weather Searn-24 6" thick insulation 6Z1 6 / 6C1 6 Purlins Misc. Dead Loads Live or Snow Load: Wind Loads: For h < 15 ft.-. Snow Snow Load 1.18 psf 1.50 psf 0.50 psf 0.50 psf 3,68 psf = 25 psf Wind speed = 80 ;: mph Exposure.'::':::,:,:,::.-' .....�,..; � qs = 16,4 psf Iw = 1.0 (importance factor j Ce OP-62: Cq1 = 1.3 horizontal - primary frames and systems Cq2 = 1.5 outward - wall corners Cq3 = 1.3 outward - rood elements Cq4 = 2.3 upward - eaves, rakes, and ridges P = Ce*Cq*lw*qs p1 = 13.22 psf horizontal - primary frames and systems p2 = 15.25 psf outward - wall corners p3 = 13.2 2 psf outward - roof elements p4 = 23-39 psf upward - eaves, rakes, and ridges 4 OF 1742.1 -Calcs.xls Bldg 1 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 Seismic Loads: Building: 1 Seismic Zone z = Soil Profile Type,-9 Ca CV Seismic Source Type: Na = Nv �G] 0.30 Sd 0.36 0.54 C 1.0 1.0 4.5 ( Static Force Procedure per UBC 1630.2 ) per UBC 1629.3 - No Geotechnical Report available T = 0.020*Hr A0 .75 = V = ( Cv*l / R*T )*W Min.V=0.11*Ca*I*W OR Max V = (2.5*Ca*l / R )`W V= Min. V = Max V Use V = 0.891 W 0.053 W 0.20 W 020 W Seismic Design Force: E = Eh 11.4 Transverse Direction: Longitudinal Direction: E = OA43 W 0.134616 (Hr = average roof height ) (0.8*Z*Nv*l / R )*W = Eh (Ev = 0 for Allowable Stress Design (for Allowable Stress Design ) Total Shear Wall Length = Max.Shear Wall Length = r max P = E = OvI43 W Total Shear Wall Length = Max.Shear Wall Length = r max = = E = 0214 W 360 ft. 40 ft. 1.0 80 ft. 80 ft. 1.0000 1.5 1742.1 -Calcs.xls i 0 Bldg 1 r Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 ROOF PANEL ANALYSIS: Snow Load = Panel Weight = DL + LL = Wind (uplift) _ ROOF PANEL FASTENING: Wind (uplift) _ Building: 1 1 24 GA. Weather Seam-24 25.00 psf 1.18 psf 26.18 psf < Allowable Load = 23-39 psf < Allowable Load = USE: 24 GA. Weather Seam-24 Two #12-14 HWH S 233.86 lbs @ each clip Allowable Pull-out (from 16 ga. Purlin ) _ Allowable Pull -over (from 26 ga. Panel ) _ elf Drilling Screws @ ea = 117 lbs./screw 714 lbs./screw 1199 lbs./screw PAGE OF Typical Purlin Spacing = 5'-0" o.c. 50 psf OK 67 psf OK ch clip (clips @ 24" O.C.) SIDING PANEL ANALYSIS: 26 GA. Super -Span 36 Typical Panel Span = 5.0 ft. Maximum Panel Span = 5.208 ft Wind Load = 15.25 psf outward - wall corners Allowable Wind Load = 56 psf for 5'-6" span OK USE: 26 GA. Super -Span 36 SIDING PANEL FASTENING: Three #12-14 HWH Self Drilling Screws with Metal Gasketed Washers / Panel Max. Wind Load @ Girt = 97.3 plf Allowable Pull-out (26 ga. panel / 20 ga. girt) _ PARTITION PANEL ANALYSIS: Lateral Load = 5 psf Allowable Lateral Load = 29 GA. Norclad .= (per U BC Table 16-B ) 21 psf for 51-0" span 563 lbs./ screw OK Typical Panel Span = 5'-0" OK PARTITION PANEL FASTENING: Minimum of Four #12-14 HWH Self Drilling Screws per 36" wide panel Max. Load @ Column = 25 Of = 18.75 lbs./ screw Allowable Pull-out (29 ga. panel / 16 ga. column ) _ 714 lbs,/ screw 1742.1 -Calcs.xls It Bldg 1 I Eli F11 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 WALL GIRT ANALYSIS: Max. Wind Load @ Girt = Max. Bending Moment V. Building.- 1 PAGE 5f-0" maximum span between exterior wall columns 97.3 plf 304.1 ft-4bs 3649.2 in.-lbs Girt: 20HDS400 Moment Capacity = 5327- inAbs x 1.33 increase = 7103 inAbs Girt to Column Connection: 18 ga. Clip with ( 2 ) #12-14 Self Drilling Screws t Wind Load Reaction 0 Column = 243 lbs. Allowable Shear (18 ga. Clip/ 20 ga. Girt) = 288 lbs./ screw x 2 = o Girt and Column 576 lbs OF r� EAVE CHANNEL ANALYSIS: Wind loads on the face of the building are transferred to the transverse shear walls through bending of the eave channel. Horizontal Loading: 8.667 ft. Wind Load Max. bending Moment = Wind Load = 3.208 ft./ 2 R @ Ends = 229.7 ft.-lbs. Req'd Sx = 12*M / Fb 4.0625" x 1.5" x 16 ga. Eave Channel: Sx = • Single Span = Eave Height = Door Height = 1525 psf = 106.0 lbs. 0.0835 in.3 0.4018 in.3 0 Fy = 8.667 ft. 106208 ft. 7 ft. 24*5 plf 55 ksi 1742.1 -Ca1cs.x1s 0 Bldg 1 r Armadillo Self Storage Buildings: 1, 21 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 DOOR HEADERS: Vertical Loading: Building: Sidewalls Dead + Snow Loads 8.667 ft. 1 Door Opening = Uniform Load = 2.5 ft./ 2 x 3.68 psf + R @ Ends = Max. Bending Moment = 673.2 ft.-lbs. Req'd Sy = 12*M / Fb = Horizontal Loading: 0 8.667 ft. 4CI 6 x 2.25 Header. SY = Wind Load 310.7 Ibs. 0.2448 in.3 0.362 in.3 PAGE 8.667 ft. 25 psf = %71.70 plf Fy = I Single Span = Eave Height = Door Height = Wind Load = 3.208 ft./ 2 x 15.25 psf R @ Ends = 106.0 lbs. Max. Bending Moment = 229.7 ft.-lbs. Req'd Sx = 12*M ! Fb = USE: I 4CI 6 x 2.25 Header. SX = 0.0835 in.3 0.692 in.3 55 ksi 8.667 ft. 10.208 ft. 7 fte 24.5 plf 4 OF 4 1742.1 -Calcs.xis 13 Bldg 1 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 Buildin PURLIN TO INTERIOR COLUMN CONNECTION: PAGE #12-14 Self Drilling Screws Allowable Shear - 16 ga.(Fy = 55 ksi) to 16 ga.(Fy = 55 ksi) _ Maximum Purlin Span = Maximum Load: ( at middle support) 545 lbs./ screw OF 10 ft. Roof Area = 10 ft. x 5 ft. x 1.25 = 62.5 sq. ft. ( Reaction at middle support of double span purlin ) Dead + Snow Loads = 1793 lbs. 4 screws 1 connection {min.} Wind (uplift) - DL = 935 lbs. 2 screws / connection (min.} USE: 4 MIN.) #12wr14 Self Drilfl.ng Screws for Purlin to Column USE: 2 MIN. #12=14 Self Drilling Screws for Column to Base C 1 Maximum Purlin Span = 10 ft Roof Area = 10 x 5 ft. x 1/2 = 25 sq. ft. { Reaction at end support of single span purlin ) Maximum Load: Dead + Snow Loads = 717 lbs. 2 screws / connection (min.} ( at end support) Wind (uplift) - DL = 459 lbs. 1 screws / connection (min.) USE: 2 MIN,) #12w14 Self Drilling Screws for EACH Purlin to Column 1 f PURLIN TO EXTERIOR COLUMN CONNECTION: End Bay Purlin Span = Maximum Load: { at end support ) 10 ft Dead + Snow Loads Wind (uplift) - DL #12-14 Self Drilling Screws Rood Area = 10 ft. x 5 ft. x 1/2 = 25 sq. ft. ( Reaction at end support of single span purlin ) = 717 lbs. = 459 lbs. USE: 2 MIN. #12-14 Self Drilling Screws 7 2 screws 1 connection (min.) 1 screws 1 connection (min.} 11 1742.1 -Calcs.xls '4 Bldg 1 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington T....4, C..^♦ I.,h. I -1 7A 7 CONCRETE BLOCK MASONRY: Exterior Wall Locations: Face North South East wPr.r t 1 V V i Interior Wall Direction Transv. Transv. Longit. Longit. Building: 1 PAGE OF Solid grouted 8" (nominal ) Normal Weight CMU = 84 psf NOTE: North face is assumed to be the low eave at single slope roof Grid Line Length (ft) Height (ft) Twe A SO 10.208 1 J 80 10.208 1 9 40 12.708 0 1 40 12.708 0 Locations: Grid Line Door Information: Ty p e 0 = None 1 = Mullions only 2 = Mullions and Headers 3 = Solid ( No Onenincis ) Length (ft) Height (ft) Area (sg,. ftL Weight_ Weight 0 0 0 0 0 0 0 0 Total Weight (Transv.) = 0 lbs. Total Weight (Longit.) = 0 lbs. Enter number of doors on each face Door Height: 7.0 ft 7.0 ft 7.0 ft Face Door Width: 8.0 ft 8.667 ft 10.0 ft Noah 2 6 0 South 2 6 0 East 0 0 0 West 0 0 0 Weight of CMU Walls: Face North South East Length ft 80 80 40 40 For seismic load calculations eight ft 10.208 10.208 12.708 12.708 Wall Area Door Area Hdr. Area Total Area 816-667 476 218.167 61.25 816.667 476 218.167 61.25 0 0 0 0 0 0 0 0 Total Weight of CMU Walls (Transverse Direction ) _ Total Weight of CMU Walls (Longitudinal Direction) _ 4 10290 lbs. 0 lbs. t Weight 5145 5145 1742.1 -Calcs.xls 'I" Bldg 1 Armadillo Self Storage Buildings: 1, 2, 3, and 4 PAGE OF Edmonds, Washington Tech -Fast Job: J1742 Building: 1 LATERAL ANALYSIS: Building: 1 Wind Loading: Transverse Direction = 10,685 lbs <---10-00NTR4LS Longitudinal Direction = 3,360 lbs Seismic Loading: W roof + W partitions = 3.68 psf + 5 psf = 8.68 psf Transverse Direction = 5,438 lbs Longitudinal Direction = 5,952 lbs <-----CONTR4LS Shear Walls - Transverse Direction: interior Partitions: Max. V wall = wall shear = Exterior Siding: Max. V wall = wall shear = Shear Walls @ 10 ft o.c. 1336 lbs 34.5 plf 668 lbs 17.3 plf Shear Walls - Longitudinal Direction: Interior Partitions: Max. V wall = wad! shear = Exterior Siding: 0 P 5952 lbs 74.4 plf Min. Wall Length = 38-667 ft USE: 29 GA. Norclad 4 Screw Pattern USE: (Allowable Shear = 77 plf ) Min. Wall Length = 38.667 ft ( Grid Line 1 ) 26 GA. Super -Span 36 (Allowable Shear= 81 plf ) Total Wall Length = 3 Screw Pattern 80 ft ( Grid Line E ) USE: 29 GA. Norclad 8 Screw Pattern (Allowable Shear= 131 plf ) 8" CMU mullions on Lines A and J ( No exterior siding ) 17421 -Calcs.xls IG Bldg 1 i 'k Armadillo Self Storage Buildings: 1, 29 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 BASE ATTACHMENTS: Interior Column Base Chip: Building: 1 Minimum Concrete Strength = PS = VS i i 485 lbs. 210 lbs.. PAGE OF 2000 psi ( 411 minimum slab thickness) ( Wind/uplift - Dead Load ) x Roof Area { Max. Wall Shear x Column Spacing ) Allowable Tension for 3/8" diam. x 2-3/4" ANKR-TITE II Wedge Anchor 1-3/4" Minimum Embedment Allowable Shear for 3/8" diam. x 2-3/4" ANKR-TITE II Wedge Anchor 1-3/4" Minimum Embedment Interaction Equation: (Ps / pt )11 + (Vs / Vt)513 = Exterior Wall Base Channel: Maximum wall shear Maximum wind / uplift = 0.496 < 1,0 17.3 plf 98.5 Plf Allowable Tension for 0.144" diam. x 1-1/2" Remington Powder Fastener 1-1/4" Minimum Embedment Allowable Shear for 0.144" diam. x 1-1/2" Remington Powder Fastener 1-1/4" Minimum Embedment Interaction Equation: Max. Pin Spacing = (Ps / Pt) + (VS / Vt) = 0.693 < 1.0 12" / 0.693 = 17.31 inches o.c. Pt = 870 lbs. Vt = 755 lbs. OK (Wind ) (Wind/uplift - Roof dead load ) OK = 165 lbs. = 180 Ibs. USE: 0.144" diam. x 1-1/2" Remington Powder Fastener @ 17 in. O.C. i I' 1742.1 -Calcs.xls 11 Roof X-Brace-1 Armadillo Self Storage Edmonds, Washington Buildings: 1, 29 3, and 4 Tech -Fast Job: J 1742 Roof XmStrapping Design: Building: 1 1997 UBC Loads' Wind = 3,360 Ibs Nominal Seismic = 5,952 Ibs Ca = 0.36 Seismic = 14,285 Ibs (Nominal Seismic Load x Fp ! V R = 4.5 Lateral Load = 140285 Ibs (Seismic Controls) V = (2.5*Ca*l ! R)W = 0.20 ' W FP = (4.0*ap*Ca*l / Rp) *Wp = 0.48 ` Wp ap= 1.0 Rp = 3.0 trib width= 20 ft (bracing tributary to supporting wall) total width= 40 ft Effective Lateral Load = 7,142 Ibs (force resisted by x-bracing closest to supporting wall No. Braced Bays = Bay depth = Bay width = 3 10ft 5ft Strap Length = SQRT(Bay width + Bay depth 2 ) _ 11.18 ft P strap = 2662 Ibs Check Strap Capacity: Strap Width = Less 114 " for Fastener Effective Strap Width = Strap Thickness = Fy = 2.00 in 0.25 in 1.75 in 0.06 in 55 ksi sample bracing layout to illustrate terms P allowable = (Effective Strap Width x Strap Thickness x (1.33) Fy)/1.67 = 4599 Ibs No. of Screws Required: 4 screws (at each end or lap) -►I Depth Check Fastener {Reference AISI Specification Provisions for Screw Connections}: tl = t2 = 0.06 in (16ga) Ful = Fu2 = 65.0 ksi d = 0.216 in (#12 Self Drilling Screw) W = 3 (Safety Factor) PAS = 4.2(t23d)'2Fu2 = 1865 Ibs/screw Controls r Pns = 2.7 tid Fu = 2274 lbs/screw -i Width Pa = {1.33} Pns/\/V = 827 Ibs/screw {note - allowable load increase 1.333 for seismic/wind} Check Strut: Pstrut= Lat Load "bay width !bay length 1 number of bays 1190 Ibs = 1.190 k 4ss2O prov: 4C1 8 prov: 4C16 prov: 1.48 k 3.8 6 k 8.04 k F !!sg 0 1742.1 -CaIcs.xIs Building 2 • a 0 0 Bldg 2 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 GOVERNING CODES: 3 Buildin Uniform Building Code (UBC ), 1997 Edition AISC Steel Construction Manual, 9th Edition AISI Cold -Formed Steel Design Manual, 1996 Edition SDI Diaphragm Design Manual, 2nd Edition BUILDING INFORMATION: Width = Length = Eave height = Roof slope = Roof height = Bay size = I" CMU Walls ? Tilt -up Walls ? DESIGN LOADS: BUILDING 40 ft. 112 ft. 102083 ft. K, I PAGE 3 : 12 �(1 =single slope, 2=double slope) 15.208 ft max.) Y N ROOF 5 ftff - transverse direction 10 fts - longitudinal direction (YIN) (Y/N) Dead Loads: 24 GA. Weather Searn-24 6" thick insulation 6Z1 6 ! 6C1 6 Purlins Misc. Dead Loads Live or Snow Load: Wind Loads: 6.1 For h < 15 ft.: P_ M a; Snow Snow Load p = Ce*Cq*lw*qs P 1 = 13.22 psf p2 = 15.25 psf p3 = 13.22 psf p4 = 23.39 psf 1.18 psf 1.50 0.50 psf psf 0.50 psf 3.68 psf = 25 psf horizontal - primary frames and systems outward - wall corners outward - roof elements upward - eaves, rakes, and ridges X9_ 1742.1-Calcs.xls . Bldg 2 I' Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 Building: 2 PAGE OF Seismic Loads: Seismic Zone 3 ( Static Force Procedure per UBC 1630.2 ) Z = 0.30 Soil Profile Type: Sd per UBC 1629.3 - No Geotechnical Report available Ca = 0.36 Cv = 0.54 Seismic Source Type: C Na = 1.0 Nv = 1.0 R = 4.05 T = 0.020*HrlO.75 = 0.134616 Hr = average roof height ) V = ( Cv*I / R*T )*W M*ln.V=0.11*Ca*I*W OR Max V = (2.5*Ca*l / R)*W V = Min. V = Max V = Use V = 0.891 W 0.053 W 0.20 W 010 W Seismic Design Force: E = Eh 11.4 Transverse Direction: Longitudinal Direction: E = 0e143 W ( 0.8*Z*Nv*l / R )*W = Eh (Ev = 0 for Allowable Stress Design ) (for Allowable Stress Design ) Total Shear Wall Length = Max.Shear Wall Length = r max P = E = OnI43 W Total Shear Wall Length = Max.Shear Wall Length = r max = P = E = 0.214 W 465 ft. 40 ftqi 1.0 112 ft. 112 ft. 160000 1.5 1742.1 -CaIcs.xls 0. Bldg 2 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 ROOF PANEL ANALYSIS: Snow Load = Panel Weight = DL + LL = Wind (uplift) _ ROOF PANEL FASTENING: Buildin 1 24 GA. Weather Seam-24 25.00 psf 1.18 psf 26.18 psf < Allowable Load 23.39 psf < Allowable Load = USE; 24 GA. Weather Seam-24 Two #12-14 HWH S Wind (uplift) = 233.86 lbs @ each clip Allowable Pull-out (from 16 ga. Purlin ) _ Allowable Pull -over (from 26 ga. Panel ) _ SIDING PANEL ANALYSIS: PAGE OF Typical Purlin Spacing = 5' -0" o.c. 50 psf OK 67 psf OK elf Drilling Screws @ each clip ( clips @ 24" O.C.) = 117 lbs./screw 714 lbs./screw 1199 lbs./screw 1 26 GA. Suer -Span 36 1 Wind Load = 15.25 psf Allowable Wind Load = 56 SIDING PANEL FASTENING: outward - wall corners psf for 6-6" span USE: 26 GA. Super -Span 36 Max. Wind Load @ Girt = Three #12-14 HWH Se 97.3 plf Allowable Pull-out (26 ga. panel / 20 ga. girt) _ PARTITION PANEL ANALYSIS: Lateral Load = 5 psf Allowable Lateral Load = PARTITION PANEL FASTENING OK Typical Panel Span = 5.0 ft Maximum Panel Span = 5.208 ft. If Drilling Screws with Metal Gasketed Washers / Panel 1 29 GA. Norclad (per UBC Table 16-B ) 21 psf for 5' -0" span 563 lbs./ screw Minimum of Four #12-14 HWH S Max. Load @ Column = 25 plf = 18-75 lbs./ screw Allowable Pull-out (29 ga. panel ! 16 ga. column ) _ Typical Panel Span = 5'-0" elf Drilling Screws per 36" wide panel 714 lbs./ screw 0 1 1742.1 -Cales.xis. Bldg 2 [ - I L� Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 WALL GIRT ANALYSIS: Max. Wind Load @ Girt = Building: 2 PAGE 50-0" maximum span between exterior wall columns 97.3 plf Max. Bending Moment = 304.1 ftAbs 3649.2 in.-lbs Girt: 20HDS400 Moment Capacity = 5327' in.-Ibs x 1.33 increase Girt to Column Connection: Wind Load Reaction @ Column = = 7103 in.-lbs 18 ga. Clip with ( 2 ) #12-14 Self Drilling Screws to Girt and Column 243 lbs. Allowable Shear (18 ga. Clip/ 20 ga. Girt) = 288 lbs./ screw x 2 = 576 lbs OF OK OK SAVE CHANNEL ANALYSIS: Wind loads on the face of the building are transferred to the transverse shear wads through bending of the eave channel. Horizonte! Loading: 10,000 ft. Wind Load Single Span = Eave Height = Door Height = Wind Load = 3.208 ft./ 2 = 15.25 psf = R @ Ends = 122.3 lbs. Max. Bending Moment = 305.8 ft.-lbs,. Req'd Sx = 12*M / Fb = 4.0625" x 1.5"' x 16 ga. Eave Channel: Sx = 0.1112 in.3 0.4018 i n. 3 4 Fy = OK 10,00 ft. 10.208 ft. 7 ft. 24.5 plf 55 ksi 1C 1742.1 -Calcs.xls n F Bldg 2 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J1742 DOOR HEADERS: Vertical Loading: Building: Sidewalls Dead + Snow Loads 10"000 ft. 2 Door Opening = PAGE 10.0 ft. Uniform Load = 2.5 ft./ 2 x 3.68 psf + 25 psf = 71.70 pif R @ Ends = Max. Bending Moment = 896.3 ft.-Ibs. Req'd Sy = 12*M / Fb = USANSEW E: Horizontal Loading: 10-000 ft. 4C16 x 2.25 Header. SY = Wind Load 358.5 Ibs. 0.3259 in.3 0.362 in.3 Fy = Single Span = Eave Height = Door Height = Wind Load = 3.208 ft./ 2 x 15.25 psf R @ Ends = 122.3 Ibs. Max. Bending Moment = 305.8 ft.-Ibs. Req'd Sx = 12*M / Fb = USE: 4C1 6 x 2.25 Header. SX = 0.1112 in.3 0.692 in.3 OK OK 55 ksi 10.0 ft. 10-208 ft. 7 fta 24.5 plf OF I 1742.1 -Calcs.xls v4 Bldg 2 1 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 Building: 2 PURLIN TO INTERIOR COLUMN CONNECTION: PAGE #12-14 Self Drilling Screws Allowable Shear - 16 ga.(Fy = 55 ksi) to 16 ga.(Fy = 55 ksi) _ Maximum Purlin Span = Maximum Load: ( at middle support � 545 lbs./ screw OF 10 ft. Roof Area = 10 ft. x 5 ft. x 1.25 = 62.5 sq. ft. ( Reaction at middle support of double span purlin ) 1 Dead + Snow Loads = 1793 lbs. 4 screws 1 connection {min.) Wind (uplift) - DL = 935 lbs. 2 screws / connection min.} USE: 4 MIN. #12-14 Self Drilling Screws for Purlin to Column I USE: 2 ( MIN.) #12=14 Self Drillinq- Screws for Column to Base Clip I Maximum Purlin Span = Maximum Load: ( at end support ) 10 ft1b Dead + Snow Loads Wind (uplift) - DL Roof Area = 10 ft. x 5 ft. x 1/2 = 25 sq. ft. 4 Reaction at end support of single span purlin = 717 lbs. = 459 lbs. 2 screws / connection (min.) 1 screws / connection (min.) I USE: 2 ( MIN.) #12=14 Self Drilling Screws for EACH Purlin to Column I PURLIN TO EXTERIOR COLUMN CONNECTION: End Bay Purlin Span = Maximum Load: ( at end support ) 10 ft Dead + Snow Loads Wind (uplift) - DL #12-14 Self Drilling Screws Roof Area = 10 ft. x 5 ft. x 1/2 = 25 sq. ft. ( Reaction at end support of single span purlin ) = 717 lbs. = 459 lbs. I USE: 2 ( MIN.) #12=14 Self Drilling Screws I 2 screws 1 connection (min.) 1 screws / connection {min.) 0 1742.1 -Calcs.xls 4a 5 Bldg 2 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J1742 CONCRETE BLOCK MASONRY: Exterior Wad! Locations: PAGE Building: 2 Solid grouted 8" (nominal ) Normal Weight CMU = 84 psf NOTE: North face is assumed to be the low eave at single slope roof Face Grid Line. Length (ft) Height (ft) Type North A 112 10.208 1 ' South J 112 10.208 1 East 12 40 12.708 3 West 1 40 12.708 0 Interior Wall Locations: Direction Transv. Transv. Longit. Longit. Grid Line Door information: OF F . - Type. 0 = None I = Mullions only 2 = Mullions and Headers 3 = Solid No Open in s ) Length (ft) Height (ft) Area (sq ft) Weight Weight 0 0 0 0 0 0 0 0 Total Weight (Transv.) = 0 lbs. Total Weight (Longit.) = 0 lbs.. Enter number of doors on each face ' Face Door Height: 7.0 ft Door Width: 8.0 ft 7.0 ft &667 ft 7.0 ft 10.0 ft North 1 9 1 South 1 9 1 ' East 0 0 0 West 0 0 0 Weight of CMU Walls: Face ' North South East West Len th ft 112 112 40 40 0 For seismic load calculations Height (ft) Wall Area 10*208 10.208 12.708 12.708 1143.333 1143-333 5089333 0 Door Area Hdr. Area Total Area 672 308.0 81.667 672 308.0 81.667 0 0 254.167 0 0 0 Total Weight of CMU Walls (Transverse Direction ) = 13720 lbs. Total Weight of CMU Walls ( Longitudinal Direction ) = 21350 lbs. 0 Weight 6860 6860 21350 0 1742.1 -Calcs.xls on 6 Bldg 2 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J1742 LATERAL ANALYSIS: Wind Loading: Transverse Direction = Longitudinal Direction = Seismic Loading: Transverse Direction = Longitudinal Direction = Building: Building: 14,959 lbs 3,360 lbs W roof + W partitions = 71515 lbs 12,908 lbs. Shear Walls - Transverse Direction: Interior Partitions: Max. V wall = wall shear = Exterior Siding: Max. V wall = wall shear = 2 <----CONTROLS 3.68 psf + 5 psf = <-----CONTROLS Shear Walls @ 10 ft o.c. 1336 lbs 34.5 plf 668 lbs 17.3 plf Shear Walls - Longitudinal Direction: 0 Interior Partitions: Max. V wall = wall shear = Exterior Siding: 0 12908 lbs. 115.2 plf Min. Wall Length = PAGE 8.68 psf 38.667 ft USE: 29 GA. Norclad 4 Screw Pattern (Allowable Shear = 77 plf ) USE: Min. Wall Length = 38.667 ft ( Grid Line 1 26 GA. Super -Span 36 (Allowable Shear= 81 plf ) Total Wall Length = AN 3 Screw Pattern 112 ft (Grid Line D ) USE: 29 GA. Norclad 8 Screw Pattern ( Allowable Shear= 131 plf ) 8" CMU mullions on Lines A and J ( No exterior siding ) k 1742.1 -Calcs.xls c27 Bldg 2 J Armadillo Self Storage 0 Buildings: 1, 2, 3, and 4 PAGE OF Edmonds, Washington Tech -Fast Job: J 1742 Building: 2 BASE ATTACHMENTS: Interior Column Base Clip: Minimum Concrete Strength = Ps Vs = ar�� 485 lbs. 173 lbs. 2000 psi (411 minimum slab thickness) (Wind/uplift - Dead Load ) x Roof Area ( Max. Wall Shear x Column Spacing ) Allowable Tension for 3/8" diam. x 2-3/4" ANKR-TITE II Wedge Anchor 1-3/4" Minimum Embedment Allowable Shear for 3/8" diam. x 2-3/4" ANKR-TITE II Wedge Anchor 1-3/4" Minimum Embedment Interaction Equation: (PS I Pt )5" +�VS/Vt)5/3 ; Exterior Wall Base Channel: Maximum wail shear = Maximum wind / uplift = 0.463 < 1.0 17.3 plf 98.5 plf Allowable Tension for 0,,144" diam. x 1-1/2" Remington Powder Fastener 1-1/4" Minimum Embedment Allowable Shear for 0.144" diam. x 1-1/2" Remington Powder Fastener 1-1/4" Minimum Embedment Interaction Equation: Max. Pin Spacing = (PS / P0 + WS / vt) = 0.693 < 1.0 12" / 0.693 = 17.31 inches o.c. Pt = 870 lbs. Vt = 755 lbs. mok (Wind ) ( Wind/uplift - Roof dead load ) OK = 165 lbs. = 180 lbso USE: 0.144" diam. x 1-1/2" Remington Powder Fastener @ 17 in. O.C. 1742.1 -Ca1cs.x1s 2.8 Roof X-Brace-2 i Armadillo Self Storage Edmonds, Washington Buildings: 1, 29 3, and 4 Tech -Fast Job: J 1742 Roof X=Strappina Design: ..• 7 Wind Nominal Seismic = Seismic = Lateral Load trib width= total width= Effective Lateral Load = No. Braced Bays = Bay depth = Bay width = Building: 2 3,360 lbs 12,908 lbs 30,979 lbs 30,979 Ibs 20 ft 40 ft 15,,489 Ilbs s 10ft 5ft Ca = (Nominal Seismic Load x Fp / V R = (Seismic Controls) V = (2,5*Ca*l / R) ' W = Fp = (4.0*ap*Ca*l / Rp) *Wp = ap = Rp = (bracing tributary to supporting wall) {force resisted by x-bracing closest to supporting wall} sample bracing layout to illustrate terms Depth Strap Length = SQRT(Bay width + Bay depth 2) _ 11.18 ft P strap = 2886 lbs. Check Strap Capacity: Strap Width= 2.00 in Less 114" for Fastener - 0.25 in Effective Strap Width = 1.75 in Strap Thickness = 0.06 in Fy = 55 ks i P allowable = (Effective Strap Width x Strap Thickness x (1.33) Fy)/1.67 = 4599 Ibs. No. of Screws Required: 4 screws (at each end or lap) Check Fastener (Reference AISI Specification Provisions for Screw Connections): tl = t Ful = Fu2 = d = ftm& W� PAS = 4.2(t2 3 d )1/2 Fu2 Loh Pns = 2.7 t1d FU _ 0.06 in (16ga) 65.0 ksi 0.216 in (#12 Self Drilling Screw) 3 (Safety Factor) 1865 lbs/screw Controls 2274 lbs/screw 1997 UBC 0.36 4.5 0.20 ' W 0,48 ' WP 1.0 3.0 Pa = (1.33) Pns/W = 827 lbs/screw (note - allowable load increase 1.333 for seismic/wind) Check Strut: Pstrut= Lat Load " bay width / bay length / number of bays = 1291 lbs = 1.291 k 4ss2O Prow 4C18 prov: 4C1 6 prow 1.48 k 3.86 k 8.04 k F� r Width 1742.1 -Calcs.xls '' 9 r k 0 uilding 3 0 I Bldg 3 ' Armadillo Self Storage Buildings: 1, 21 3, and 4 Edmonds, Washington � Tech -Fast Job: J 1742 Building: 3 GOVERNING CODES: Uniform Building Code (UBC ), 1997 Edition AISC Steel Construction Manual, 9th Edition AISI Cold -Formed Steel Design Manual, 1996 Edition SDI Diaphragm Design Manual, 2nd Edition BUILDING INFORMATION: Width = Length = Floor height = Eave height = Eave height = Roof slope = Roof height = Roof height = Bay size = CMU Walls ? Tilt -up Walls ? WEIGHTS OF MEMBERS BUILDING 3 60 ft. 112 ft. 9 ft. 8.875 ft. Above 2nd Floor 17.875 ft. x PAGE 3 : 12 �2 (1=single slope, 2=double slope) 25375 ft 16.375 ft. Above 2nd Floor 5 ft. - transverse direction 10 ft. - longitudinal direction Y (Y/N) N .(Y N) Material wte unit description 24 Ga WeatherSeam-24 = 1.18 psf roofing 26 Ga SuperSpan = 0.90 psf partition, roofing, siding 29 Ga NorClad = 0.62 psf partition 22 Ga CP-32 = 1.62 psf partition 4C/Z16x2.25 = 2.04 plf framing 6ClZ16x2.25 = 2.45 plf framing 16 Ga Hat Channel = 2.04 plf framing 16 Ga Base Channel = 2.04 plf framing 6" MBI = 1.e50 psf insulation 5-1/2" Conc., Norm Wt. = 48.30 psf (with voids of 3w deck) 22 Ga 3W Deck = 1.68 psf floor deck OF 1742. 1 -Two Story. x1 s . ti Bldg 3 ki 61 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 Weight of roof assembly Building: 3 PAGE OF Member weight width length hei ht sf 26 Ga SuperSpan 1 roofing 0.90 1 1 1 0.900 1 4C/Z1 6x2.25 purlins 2.04 5 10 1 0.4081 6fe ME31 Misc. Loads insulation 1.50 1.50 1 1 1 1 1 1 1.500 1 1.500 4.308 psf roof 4C1 6x2.25 columns 2.04 5 10 12.625 0.515 29 Ga NorClad partition 0.62 1 10 12.625 0.783 wall 8" Concrete Block lext. walls 84.00 1 35.667 4.333 1.932 3.230 psf below....-M Weighs of 2nd floor assembly Member wt width length eight psf 4C1 6x2.25 1columns 2.04 5 10 12.625 0.515 29 Ga NorClad partition 0.62 1 10 12.625 0.7831 wall 890 Concrete Block ext. walls 84.00 1 35.667 4.333 1.932 3.230 psf above 5-1/2" Conc., Norm Wt. 48-30 1 1 1 48-300 22 Ga 3W Deck 1.68 1 1 1 1.680 Misq.-Loads 1.50 1 1 1 1.500 51.480 psf floor 16 Ga Hat Channel 2.04 1 10 1 0.2041 29 Ga NorClad partition 0.62 1 10 4.27 0.265 4C16x2.25 columns 2.04 2.5 10 4.27 0.349 8" Concrete Block lext. walls 84.00 1 35.667 4.27 1.9041 wall Concrete Walls ext. walls 145-00 0.667 228.667 4.27 14.048 16.770 psf below Weight of lower wall assembly Member wt width lenqth eight psf 4C1 6x2.25 columns 2.04 2.5 10 4.27 0.349: 29 Ga NorClad part ition 0.62 1 10 4.27 0.265 16 Ga Base Channel 2.04 1 10 1 0.204 8" Concrete Block ext. walls 84.00 1 35.667 4.27 1.904 wall Concrete Walls ext. walls 145.00 0.667 228.667 4.27 14*048L.16..770 psf below DESIGN LOADS: Roof - Live or Snow Load: Snow Wind Loads: Snow Load = 25 psf Floor: Live Load = 125 psf Wind speed = 80 'mph Cq2 = 1.5 outward - wall corners Cq3 = 1.3 outward - roof elements Cq4 = 2.3 upward - eaves, rakes, and ridges 1742.1 -TwoStory.xis 312) Bldg 3 Armadillo Self Storage Buildings: 1, 21 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 Wind Loads: For h < 15 ft: For 15 ft< h < 20 ft: For 20 ft< h < 25 ft: Seismic Loads: Building: 3 p = Ce*Cq*lw*qs P1 =. 1,3,22 psf P 2 = 15.25 psf PI = 14.28'psf P2 = 48,psf P3 = 1--411!2:&-"- psf P4 = 2a�27' psf PI ........... 35:. psf P 2 = 17J1 psf ...............:.. p 3 = 15.35 psf p4 psf PAGE horizontal - primary frames and systems outward - wail corners horizontal -primary frames and systems outward - wall corners outward - roof elements upward - eaves, rakes, and ridges horizontal - primary frames and systems outward - wall corners outward - roof elements upward -eaves, rakes, and ridges Seismic Zone 3 (Static Force Procedure per UBC 1630.2 ) Z = 0.30 Soil Profile Type: Sd per UBC 1629.3 - No Geotechnical Report available Ca = 0.36 Cv = 0.54 Seismic Source Type: C Na = 1.0 Nv = 1.0 R = 4.5 T = 0-020*HrI10.75 = V = Cv*I / R*T )*W Min. V = 0.11*Ca*I*W OR Max V V = Min. V " w Max V = Use V = 0.5983 W 0.053 W 0.200 W MKIII-21A Seismic Design Force: E = Eh / 1.4 E = 0.143 W 0.2006 Hr average roof height ) (0.8*Z*Nv*I/R)*W OF = Eh Ev = 0 for Allowable Stress Design ) (for Allowable Stress Design ) Determine Reliability Redundancy Factor: p = 2-[20/(rmax*sqrt(AB))] Transverse Direction: Total Shear Wall Length = 484 ft. Max -Shear Wall Length = 59-333 ft. Longitudinal Direction: E = 0.143 W Total Shear Wall Length = Max.Shear Wall Length = rmax= E = 0.143 W 0.1226 1.0 336 ft. 80 ft. 00-238 1.0 A e = 6720 sq. ft. 1742. 1 -TwoStory.xis Bldg 3 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J1742 ROOF PANEL ANALYSIS: Building: 3 1 24 GA. Weather Seam-24 Snow Load = 25.00 psf Panel Weight = 1.18 psf DL + LL = 26.18 psf Wind (uplift) psf ROOF PANEL FASTENING: Wind (uplift) _ < Allowable Load < Allowable Load = USE: 24 GA. Weather Seam-24 PAGE OF Typical Purlin Spacing = 5'-0" o.c. 50 psf OK 67 psf OK Three #12-14 HWH Self Drilling Screws @ each panel (screws @ 121f O.C.) 135.79 plf @ each purlin = 136 lbs./screw Allowable Pull-out (from 16 ga. Purlin ) _ Allowable Pull -over (from 24 ga. Panel ) SIDING PANEL ANALYSIS: 714 lbs./screw 1199 lbs./screw 1 26 GA. Super -Span 36 1 outward - wall corners psf for 59.,0" span USE: 26 GA. Super -Span 36 OK OK Typical Panel Span = 5f"011 Maximum Panel Span = 5.00 ( Upper Floor) SIDING PANEL FASTENING: Three #12-14 HWH Self Drilling Screws with Metal Gasketed Washers Panel Max. Wind Load @ Girt = 281;4 P If Allowable Pull-out (26 ga. panel / 20 ga. girt) = 188 lbs./ screw OK PARTITION PANEL ANALYSIS: 29 GA. Norclad - I Lateral Load = 5 psf per U BC Table 16-B ) Allowable Lateral Load = 21 psf for 51-0" span Typical Panel Span = 5'-0" OK PARTITION PANEL FASTENING: Minimum of Four #12-14 HWH Self Drilling Screws per 36" wide panel Max. Load @ Column = 25 pif = 18.75 lbs./ screw Allowable Pull-out (29 ga. panel / 16 ga. column ) _ 238 lbs./ screw ftw 1742. 1 -TwoStory.xls, 34 Bldg 3 Armadillo Self Storage Buildings: 11 29 3, and 4 Edmonds, Washington .� Tech -Fast Job: J 1742 Girt: 20HDS400 Girt to Column Connection: Building: 3 PAGE Moment Capacity = 5327 in.-lbs x 1.33 increase = 7102.7 in.-lbs 18 ga. Clip with (2) #12-14 Self Drilling Screws to Girt and Column Wind Load Reaction @ Column lbs.- Allowable Shear (18 ga. Clip/ 20 ga. Girt) = 288 lbs./ screw x 2 = 576 lbs OF OK EAVE CHANNEL ANALYSIS: Wind loads on the face of the building are transferred to the transverse shear walls through bending of the eave channel. Horizontal Loading: Wind Load 10.0 ft Wind Load = 8.875 ft.! 2 R @ Ends = $16.9', lbso Max. Bending Moment = ' 792.3; ftAbs. Req'd Sx = 12*M / (1.33'Fb) = 0;2161' in3 4.0625" x 2** x 16 ga. Eave Channel - Sx = 0.379 in.3 Single Span = Eave Height = Door Height 10.0 ft. 84875 ft. 0 ft. .28 psf plf Fy = 55 ksi OK 1742. 1 -TwoStory.xls 315 Bldg 3 Mv. Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 DOOR HEADERS: Vertical Loading: 8.667 ft Building: 3 Sidewalls (Upper Level / Line A) Dead + Snow Loads 396.9 lbs. Max. Bending Moment USE: Horizontal Loading: 8.667 ft Req'd Sy = Door Opening = Uniform Load = 2.5 ft.! 2 x 4.31 psf + R Ends = 317.5 lbs. 687,9 ft.-lbs. 12*M / Fb 4CI 6 x 2.25 Header. SY = Wind Load 0.2502 in.3 0.3792 in.3 PAGE 8.667 ft. 25 psf = Fy = Single Span = Eave Height Door Height = Wind Load = 1.875 ft.! 2 x 14.28 psf R Ends = _ 58,Q Ibs. Max. Bending Moment 25«7 fta-1bs. Req'd Sx = 12*M / Fb 045T in.3 USE: 4CI 6 x 2.25 Header. SX = 0.6922 in.3 73.27 plf OK OK 55 ksi 8.667 ft. 8.875 ft. 7 t OF 1742. 1 -Two Sto ry. xl s Bldg 3 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 DOOR HEADERS: Vertical Loading: Buildiqu:3 Sidewalls { Lower Level 1 Line N } Dead + Snow Loads 8.667 ft. Max. Bending Moment = USE: Horizontal Loading: 8.667 ft Roof = Wall = Floor = Door Opening 2.5 ft. x 4.31 10.9 ft. x 2.50 1 ft. x 51.48 R @ Ends = 839.7 ft.-lbs. PAGE OF 8.667 ft. wide x 7.0 ft. high psf = 10.77 plf psf = 27.19 plf psf = 51.48 plf 89.44 plf 387.6 lbs. Req'd Sy = 12*M / Fb = 0.3054 in.3 Fy = 55 ksi 4CI 6 x 2.25 Header. SY = Wind Load 0.3792 in.3 Wind Load = 1.542 ft./ 2 R Ends = 57.3' lbs. Max. Bending Moment = 124.1 ft.-lbs. IISF• "IN Req'd Sx = 12*M / Fb Single Span = Floor Height = Door Height = x 13.22 psf 4CI 6 x 2.25 Header. SX = 0.6922 in.3 OK OK 8.667 ft. 9.0 ft. 7.0 ft. 1742. 1 -TwoSto ry.x1s 37 Bldg 3 met 6�. Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 Buildin :3 PURLIN TO INTERIOR COLUMN CONNECTION: #12-14 Self Drilling Screws Allowable Shear - 16 ga.(Fy = 55 ksi) to 16 ga.(Fy = 55 ksi) _ Maximum Purlin Span = Maximum Load: at middle support ) PAGE 545 lbs./ screw 10 ft. Roof Area = 10 ft. x 5 ft. x 1.25 = 62.5 sq. ft. ( Reaction at middle support of double span purlin ) Dead + Snow Loads = 1832 lbs. Wind (uplift) - DL =10$4 I bs. USE: 4 ( MIN.) #12-14 Self Drillin USE: 2 (MIN.) #12-14 Self Drillin Maximum Purlin Span = Maximum Load: ( at end support } 4 screws / connection ( min.) 2 screws connection ( min,) Screws for Purlin to Column Screws for Column to Base CH 10 ft. Roof Area = 10 ft, x 5 ft. x 1/2 = 25 sq. ft. ( Reaction at end support of single span purlin ) Dead + Snow Loads = 733 lbs. Wind (uplift) - DL:::,".= 532" Ibs. 2 screws I connection (min.) 1 screws connection ( min.) � USE: 2 (MIN.).#12=14 Self Drilling Screws for EACH Purlin to Column PURLIN TO EXTERIOR COLUMN CONNECTION: #12-14 Self Drilling Screws End Bay Purlin Span = Maximum Load: ( at end support } 10 ft Roof Area = 10 ft. x 5 ft. x 1/2 = 25 sq. ft. ( Reaction at end support of single span purlin ) Dead + Snow Loads = 733 lbs-. Wind (uplift) - DL _ ,=,532Ibs. USE: 2 (MIN.) #1.2w14 Self Drilling Screws 2 screws 1 connection min.) 1 screws !connection (min.} 9 174 2. 1 -Two Sto ry. xls Bldg 3 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech - Fast Job: J 1742 LATERAL ANALYSIS: Center of mass for roof Building: 3 PAGE OF a width length area wt. dist y disc x y x area'wt' area'wt'x areal 60 112 6720 7,54 0 0 30 56 1519619 2836623 area 2 50653.979 Xcm = 2836623/50654 = Y cm-0 1519619 / 50654 = Center of mass 2nd floor 56 ft. 30 ft. 1519619 2836623 width length area wt. dist dist x x area•wt` area'wt'x areal 60 112 6720 55,527 0 0 30 56 11194261 20895953 Line A 4.271 112 478-333 96-67 59-667 56 2758920 2589378 Line 1 4.271 60 256-250 96s67 30 0.333 743125 8257 Line 13 4.271 60 2564-250 96*67 30 111-667 743125 2766076 Line N 4.271 35-667 152-326 84.00 0.333 56.000 4265 716543 SEISMIC LOADS: Load Distribution: 456947,16 X cm = 26976207 / 456947 = 59.036 ft. Y cm = 15443696 ! 456947 = 33.798 ftip Roof = Walls = 2nd floor walls = Floor = 1 s# floor walls = 25% Live Load = 4.31 psf 3.230 psf 7.54 psf x 3.230 psf 51,480 psf 16.770 psf 71.4 7 9 psf x 31.250 psf x Average Roof Height = 21.625 ft Floor Height = 9 ft Transverse Direction: Longitudinal Direction: 1 roof hr W floor * hf 6720 sq. ft. _ 6720 sq. ft. _ 6720 sq. ft. _ 50,654 lbs. X 690,342 lbs. X 740,996 lbs. V roof = 0.143t W roof * hr / W total ` ht = V floor = 0.143* W floor * hf / W total ht = V roof = 0.143 W roof " ht' / W total " ht = V Haar = 0.143 W Hoar * hf / W total * ht = 50,6 54 Ibs. _ 480,342 lbs. 210,000 Ibs. 690,342 lbs. _ 15443696 26976201 W roof W floor 21,625 = 1,095,392 ft.-lbs. 9,000 = 6,213,077 ft.-lbs. 7,308,469 ft.--lbs. 15,866 lbs. 89,991 lbs. 15j866 lbso 89,991 lbs. r. 1742. 1 -TwoStory.xls Bldg 3 6- 1 010 low Armadillo Self Storage Buildings.- 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 LATERAL ANALYSIS ! CONT'D: WIND LOADS: Hr0 �l H= =1 H, =1 7.5 ft 8*875 ft 19. ft R roof @ Ridge R rooMUMMMMMb� @ Eave R floor R grown Transverse Direction: Buildin R roof R floor R ground Longitudinal Direction: R root @ Eave R Fioor @ Eave R roof @Ridge R floor @ Ridge R ground :3 L�JJ 5.375 ft 5.ft 15. ft ' �:0 0 OF 1742. 1 Bldg 3 Armadillo Self Storage Buildings: 1, 21 3, and 4 Edmonds, Washington Tech -Fast Job: J1742 LATERAL ANALYSIS: Upper Floor Wind Loading: Transverse Direction = �4,�1. lbs Longitudinal Direction = ; 5�454 lbs Seismic Loading: Transverse Direction = Longitudinal Direction = 15,866 lbs 15,866 lbs Shear Walls -Transverse Direction: Interior Partitions: Max. V wall wall shear = PAGE Building: 3 <====CONTROLS <====CONTROLS Shear Walls @ 10 ft o.c. (Lines 4 through 10 ) 2225 Ibs Min. Wall Length = 44 ft 50.6 plf Interior Partitions: Line 11 Max. V wall 2781 lbs wall shear Exterior Siding: Max. V wall = wall shear 63.2 plf USE: 29 GA. Norclad 4 Screw Pattern Lines 1 and 13 1668 lbs 28.1 plf Shear Walls -Longitudinal Direction: interior Partitions: Max. V wall wail shear = Exterior Siding: Max. V wall = wall shear Lines D and K 5950 lbs 66.1 plf Line N 1983 lbs 17.7 plf USE (Allowable Shear = 77 plf ) Tributary Width = Tributary Width = Min. Wall Length = 12.5 ft 7.5 ft 59-333 ft 26 GA. Super -Span 36 (Allowable Shear = 70 plf ) Tributary Width = Min. Wall Length = 22.5 ft OF 3 Screw Pattern USE: 29 GA. Norclad 4 Screw Pattern (Allowable Shear = 73 plf ) USE Tributary Width = Total Wall Length = 7.5 ft 112 ft : � 26 GA., Super -Span 36 (Allowable Shear = 70 plf ) 3 Screw Pattern 1742. 1 -TwoStory-As Bldg 3 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 LATERAL ANALYSIS: Lower Floor " Wind Loading: Transverse Direction = T"'.869: lbs Longitudinal Direction = �,7�� lbs 6 66 Seismic Loading: Transverse Direction Longitudinal Direction = 89,991 lbs 89,991 lbs DISTRIBUTION OF SHEAR LOADS Building length Shear at 2nd floor = Center of Mass y = Center of Rigidity y = A y = Center of Mass x = Center of Rigidity x = A x = Building: 3 <====CONTROLS <====CONTROLS 112 feet 105,857 lbs. 33-80 feet 57.19 feet 23.40 feet 59.04 feet 55-98 feet 8.65 feet Rigidity of 29 Ga. NorClad shear wall = Rigidity of 29 Ga. NorClad shear wall = Rigidity of 811 concrete block shear wall = Rigidity - Line N (10'-2" wall) _ Rigidity - Line N (12'-2" wall) _ Rigidity of 8V1 cast -in -place concrete shear wall = Rigidity - Line 1 59'-4" wall) _ Rigidity - Line 13 59'-4" wall) _ Rigidity - Line A (112'-0" wall) _ PAGE Force direction: Transverse + 5% min, mass displacement = Torsion = 5.19 k/ in ( For Lines 4 - 10 ) 310 k/ in ( For Lines C - L ) 5.6 ft.= OF 64.64 ft 915,763 ft-lbs Em * twall * [ 1 /[4"(h /L)3 +3'(h!L)]] 1753.3 k! in. 2457.7 k/ in. Ec * t wall * [ 1 / [ 4*( h / L )3 + 3*( h / L)]] 56275.9 W in. 56275.9 k/ in. 108324.0 k/ in. u Em = 1125 ksi t wall = 7.625 in. h = 8.542 ft Ec = 3122.0 ksi t wall= 8.00 in. h = 8.542 ft f c = 3.0 ksi Location Rig*idi!y x R*x dx R*dx R'(dx)z V shear V torsion V total Line 1 56275.9 0.333 18759 -55.65 -3131832 174290886 878.4 132.5 1011.0 Line 4 249.1 25 6228 -30.98 -7719 239169 4.8 0.4 5*2 Line 5 249.1 35 8719.2 -20.98 -5228 109702 4.8 0.3 5.1 Line 6 249.1 45 11210.4 -10.98 -2737 30060 4.8 0.1 4.9 Line 7 249.1 55 13701.E -0.985 -245 242 4.8 0.0 4.8 Line S 249.1 65 16192.8 9*0153 224E 20247 4.8 0.1 4.9 Line 9 249.1 75 18684 19-015 4737 90077 4.8 o.2 5ol Line 10 249.1 85 21175.2 29.015 7228 209730 4.8 0.4 5.2 Line 13 56275.9 111-667 6284141 55-682 3133550 174482072 878.4 132.E 1011.0 114295.E 6398810 349472185 1790.5 plf plf plf plf plf plf plf plf if 1742. 1 -Two Sto ry. A s Bldg 3 4 Armadillo Self Storage Buildings.- 1, 21 3, and 4 PAGE OF Edmonds, Washington Tech -Fast Job: J 1742 Location Ri idi R*Y dy 'd R*(dy)2 V shear V torsion V total Line A 108324.0 59.667 6463330.8 2.47 267924 662670 0.0 6,0 6.0 Line C 75.5 50-167 3789.7 -7.03 -531 3730 0.0 0.1 0.1 Line E 75.5 40 3021.7 -17.19 -1299 22331 0.0 0.2 0.2 Line E.5 294.8 37.5 11053.8 -19.69 -5805 114318 0.0 0.2 0.2 Line G 75.5 30-167 2278.8 -27.03 -2042 55179 0.0 0*3 0.3 Line J 75.5 20 1510.8 -37.19 -2810 104500 0.0 0*3 0.3 Line K 294.8 15 44219.5 -42.19 -12437 52476E 0.0 0.4 0.4 Line L 75.5 10 755.4, -47.19 -3565 168247 0.0 0.4 0.4 Line N 1753.3 0.333 584.4 -56.86 -99690 5668361 0.0 24.E 24.E Line N 24577 0.333 819 -56.86 -13974E 7945939 0.0 28*8 28.8 11350292 DISTRIBUTION OF SHEAR LOADS Building width = Shear at 2nd floor = Center of Mass Y = Center of Rigidity y = A Y = Center of Mass x Center of Rigidity x = A x = 649156E 15270041 IR*[(dX)2 + (dy)2 ] = 36474222E 60 feet 105,857 lbs., 33.80 feet 57.19 feet 26.40 feet 59.04 feet 55,98 feet 3.05 feet Force direction: Longitudinal + 5% min. mass displacement = 3.0 ft.= 30-80 ft Torsion = 2,794,164 ft-lbs Torsion = 2,794,164 ft-lbs 7Loca7tion Ri idi x R'x dx R'dx R"(dx)' V shear V torsion V total Line 1 56275,.9 0.333 18759 -55.65 -3131832 174290886 0.0 404.4 404A Line 4 249.1 25 6228 -30.98 -7719 239169 0.0 1.2 1.2 Line 5 249.1 35 8719.2 -20.98 -5228 109702 0.0 0.8 0.8 Line 6 249.1 45 11210.4 -10.98 -2737 30060 0.0 0.4 0.4 Line 7 249.1 55 13701.E -0.98 -245 242 0.0 0.0 0.0 Line 8 249.1 65 16192,8 9.02 224E 20247 0.0 0.4 0.4 Line 9 249.1 75 18684 19.02 4737 90077 0.0 0.8 0.8 Line 10 249.1 85 21175.2 29.02 7228 209730 0.0 1.2 1.2 Line 13 56275o9 1119667 6284140.E 55-68 3133550 174482072 0.0 I 404.6IMMMMMMMMEWMA 404.E 114295.E 6398810 349472185 Location Rigidi!y x R' Y dy-, R*dy R'(d V shear V torsion V total Line A 108324.0 59.667 6463331 2.47 267924 662670 902.0 18.3 920.4 Line C 75.5 50167 3790 -7.03 -531 3730 3.5 0.2 396 Line E 75.5 40 3022 -17.19 -1299 22331 3.5 0.5 3.9 Line E.5 294.8 37.5 11054 -19.69 -5805 114318 3.5 0.6 4.0 Line G 75.5 30.167 2279 -27.03 -2042 55179 3.5 0.8 4.2 Line J 75.5 20 1511 -37.19 -2810 104500 3.5 1.1 4*5 Line K 294.8 15 4422 -42.19 -12437 524766 3.5 1.2 4.6 Line L 75.5 10 755 -47.19 -3565 168247 3.5 1.3 4.8 Line N 1753.3 0.333 584 -56.86 -99690 5668361 160.8 75.1 236.0 Line N 2457.7 0.333 819 -56.86 -139746 7945939 188.4 88.0 276.4 113502.2 649156E 15270041 IR*[(dx)2 + (dy)2 j = 36474222E plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf plf 1742. 1 -TwoStory.xis Bldg 3 0 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 BASE ATTACHMENTS: ( Upper Level Interior Column Base Clip: Building: 3 Minimum Concrete Strength = PAGE OF 3000 psi (2-112" minimum slab thickness ) Ps = 157 lbs. (Wind/uplift - Dead Load ) x Roof Area Vs = 316 lbs. (Max. Wall Shear x Column Spacing ) Allowable Tension for 5/8" diam. x 2-1/4" HILTI (HX) Sleeve Anchor 2" Minimum Embedment Allowable Shear for 5/8" diam. x 2-1/4" H I LT1 (HX) Sleeve Anchor 2" Minimum Embedment Interaction Equation: (Ps / Pt )5" + (Vs / vt)5/3Amb Exterior Wall Base Channel: ( Upper Level ) Maximum wall shear = Maximum wind / uplift 0.150 < 1.0 28.1 plf 82.0 plf Allowable Tension for 0.144" diam. x 1-1/2" Remington Powder Fastener 1--1/4" Minimum Embedment Allowable Shear for 0.144" diam. x 1-1/2" Remington Powder Fastener 1-1/4" Minimum Embedment Interaction Equation: (Ps / Pt) + (Vs / Vt) = 0.653 < 1.0 Max. Pin Spacing = 12" / 0.653 = 18,38 inches o.c. USE: 0.144" diam. x 1-1/2" Remington Powder Fastener Pt = 850 lbs. Vt = 1340 lbs. Nn (Wind ) ( Wind/uplift - Roof dead load ) OK = 165 lbs. = 180 lbs. 18 in. O.C. 0 1742. 1 -Two Sto ry. x I s Mi Roof X-Brace 'Armadillo Self Storage Edmonds, Washington Buildings: 1, 2, 3, and 4 ' Tech -Fast Job: J 1742 Roof X=S![qppinq Design: Building: 3 1997 UBC Loads: t Wind = 5,454 lbs Nominal Seismic = 15,866 lbs Ca = 0.36 Seismic = 38,078 lbs (Nominal Seismic Load x Fp / V R = 4.5 t Lateral Load = 38,078 lbs (Seismic Controls) V = (2.5*Ca*l / R)W = 0.20 ' W Fp = (4.0*ap*Ca*l / Rp) *Wp = 0.48 ' Wp ap= 1.0 Rp = 3.0 trib width= 15 ft (bracing tributary to supporting wall) total width= 60 ft Effective Lateral Load = 9,519 Ibs (force resisted by x-bracing closest to supporting wall) No. Braced Bays = 4 Bay depth = 10 ft Bay width = 5 ft Strap Length = SQRT(Bay width + Bay depth 2) _ 11.18 ft P strap = 2661 lbs Check Strap Capacity: Strap Width = 2.00 in Less 114 " for Fastener - 0.25 in Effective Strap Width = 1.75 in Strap Thickness = 0.06 in Fy = 55 ksi sample bracing layout to illustrate terms —►I Depth Width P allowable = (Effective Strap Width x Strap Thickness x (1.33) Fy)/l .67 = 4599 lbs OK No. of Screws Required: 4 screws (at each end or lap) . Check Fastener (Reference ANSI Specification Provisions for Screw Connections): tj = tZ = 0.06 in (16ga) Ful = Fu2 = 65.0 ksi d = 0,216 in (#12 Self Drilling Screw) W = 3 (Safety Factor) Pns = 4.2 (t2 3 d) 1/2 Fu2 - 1865 lbs/screw Controls r Pns = 2.7 tad FU = 2274 lbs/screw Pa = (1.33) Pns/VV = 827 lbs/screw (note - allowable load increase 1.333 for seismic/wind) Check Strut: Pstrut= Lat Load ' bay width / bay length ! number of bays = 1190 lbs = 1.190 k 4ss2O prov: 4C1 8 prov: 4CI6 prov: 1.48 k 3.8 6 k 8.04 k cm-�a 1742. 1 -Two Sto ry. A s i 15 Building 4 �W Bldg 4 Armadillo Self Storage Buildings: 1, 21 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 GOVERNING CODES: PAGE Buildin 4 Uniform Building Code (UBC ), 1997 Edition AISC Steel Construction Manual, 9th Edition AISI Cold -Formed Steel Design Manual, 1996 Edition SDI Diaphragm Design Manual, 2nd Edition BUILDING INFORMATION: Width = Length = Eave height = Roof slope = Roof height = Bay size = CMU Walls ? Tilt -up Walls ? DESIGN LOADS: BUILDING 4 40 ft. 112 ft. 10.2083 ft. 3 : 12 E2 (1=single slope, 2=double slope) 15-208 ft ( max. ) 5 ft. - transverse direction 10 ft. - longitudinal direction Y Y N) N Y N) ROOF Dead Loads: 24 GA. Weather Searn-24 6" thick insulation 6Z1 6 / 6C1 6 Purlins Misc. Dead Loads Live or Snow Load: Wind Loads: For h < 15 ft-om Snow Snow Load 1.18 psf 1.50 psf 0.50 psf 0.50 psf 3.68 psf = 25 psf Wind speed :; $p ;mph Exposure:., ..................::. qs = 16.4 psf IW = 1.0 {Importance factor ) AF Ce Cqj = 1.3 horizontal - primary frames and systems Cq2 = 1.5 outward - wall corners Cq3 = 1.3 outward - roof elements Cq4 = 2.3 upward - eaves, rakes, and ridges P = Ce*Cq*lw*qs pj = 13.22 psf horizontal - primary frames and systems p2 = 15.25 psf outward - wall corners p3 = 13.22 psf outward - roof elements p4 = 23.39 psf upward - eaves, rakes, and ridges 4 OF 1742.1 -Calcs.xls 0 4I Bldg 4 Armadillo Self Storage Buildings: 1, 2, 3, and 4 PAGE Edmonds, Washington Tech -Fast Job: J 1742 Building: 4 Seismic Loads: Seismic Zone 3 Z = 0.30 ( Static Force Procedure per UBC 1630.2 ) OF Soil Profile Type: Sd per UBC 1629.3 - No Geotechnical Report available Ca = 0.36 Cv = 0.54 Seism ic Source Type: C Na = 1.0 Nv = 1.0 R = 4.5 T = 0.020*Hr A0 .75 = V = ( Cv*I i R*T )*W Min.V=0.11*Ca*I*W OR Max V = (2.5*Ca*l / R)*W V = Miry. V = �f Max V = Use V = 0.891 W 0.053 W 0.20 W 010 W Seismic Design Force: E = Eh / 1.4 Transverse Direction: Longitudinal Direction: 1 E = 0w143 W ti 0.134616 Hr = average roof height ) ( 0.8*Z*Nv*l / R )*W 0 = Eh (Ev = 0 for Allowable Stress Design ) (for Allowable Stress Design ) Total Shear Wall Length = Max.Shear Wall Length = rmax = V = E = OeI43 W Total Shear Wall Length = Max.Shear Wall Length = r max = P = I E = 0.214 W I 465 ft. 40 ft. 0.0860 1.0 112 ft. 112 ft. 1.0000 14.5 1742.1 -Calcs.xls Bldg 4 'Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington � Tech -Fast Job: J 1742 ROOF PANEL ANALYSIS: Buildina: 0 1 24 GA. Weather Seam-24 Snow Load = 25.00 psf Panel Weight = 1.18 psf DL + LL = 26.18 psf Wind (uplift) _ ROOF PANEL FASTENING: < Allowable Load 23.39 psf < Allowable Load = USE: 24 GA. Weather Seam-24 Two #12-14 HWH Se Wind (uplift) = 233-86 lbs @ each clip Allowable Pull-out (from 16 ga. Purlin) _ Allowable Pull -over (from 26 ga. Panel) _ SIDING PANEL ANALYSIS: Wind Load = PAGE OF Typical Purfin Spacing = 6-0" o.c. 50 psf 67 psf if Drilling Screws @ each clip ( clips = 117 lbs./screw 714 lbs./screw 1199 lbs./screw 1 26 GA. Suer -Span 36 1 15.25 psf Allowable Wind Load = USL SIDING PANEL FASTENING: Max. Wind Load @ Girt = outward - wall corners 56 psf for 5' -6" span 26 GA. SuperwSpan 36 OK OK @ 2419 O.C.) Typical Panel Span = 5.0 ft Maximum Panel Span = 5.208 ft OK Three #12-14 HWH Self Drilling Screws with Metal Gasketed Washers / Paned 9703 plf Allowable Pull-out (26 ga. panel / 20 ga. girt) _ PARTITION PANEL ANALYSIS: Lateral Load = 5 psf Allowable Lateral Load = 1 29 GA. Norclad (per U BC Table 16-B ) 21 psf for 51-0" span 563 lbs./ screw OK Typical Panel Span = 5'-0" PARTITION PANEL FASTENING: Minimum of Four #12-14 HWH Self Drilling Screws per 36" wide panel Max. Load @ Column = 25 Of = 18.75 Ibs./ screw Allowable Pull-out (29 ga. panel / 16 ga. column ) = 714 Ibs./ screw OK 1742.1 -Calcs.xls 40-7 Bldg 4 I- I 1 Armadillo Self Storage Buildings: 1, 29 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 Building: 4 PAGE WALL GIRT ANALYSIS: 5'-0" maximum span between exterior wall columns Max. Wind Load @ Girt = 97.3 plf Max. Bending Moment = 304,1 ft.-Ibs 3649.2 in.-lbs Girt: 20HDS600 Moment Capacity = 0440 in.-lbs x 1.33 increase = 12587 in.-lbs Girt to Column Connection: 18 ga. Clip with ( 2 ) #12-14 Self Drilling Screws to Girt and Co Wind Load Reaction @ Column = 243 lbs. Allowable Shear (18 ga. Clip/ 20 ga. Girt) = 288 lbs./ screw x 2 = 576 lbs lump SAVE CHANNEL ANALYSIS: Wind loads on the face of the building are transferred to the transverse shear walls through bending of the eave channel. Horizontal Loading: 10.000 ft. Wind Load Single Span = Eave Height Door Height _ Wind Load = 3.208 ft./ 2 = 1525 psf = R @ Ends = Max. Bending Moment = 305.8 ft.-lbs. Req'd Sx = 12*M / Fb = 4.0625" x 1.5" x 16 ga. Eave Channel: Sx = 122.3 lbs. 0.1112 in.3 0.4018 in.3 Fy = �On 10.0 ft. 10.208 ft. 7 ft. 24.o5 plf 55 ksi 11 1742.1 -Calcs.xls •Je� Bldg 4 Armadillo Self Storage Buildings: 1, 21 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 DOOR HEADERS: Vertical Loading: Building: 4 Sidewalls Dead + Snow Loads 10.000 ft. Door Opening = Uniform Load = 2.5 ft.! 2 x 3.68 psf + R @ Ends = Max. Bending Moment = 8963 ft.-Ibs. Req'd Sy = 12*M ! Fb = Horizontal Loading: 10.000 ft. 4C16 x 2.25 Header. SY Wind Load Wind Load = R @ Ends = Max. Bending Moment = 305.8 ft.-Ibs. Req'd Sx = 12*M / Fb = M-M 11 4C1 6 x 2.25 Header. SX = 358.5 Ibs. 0.3259 in.3 0.362 in.3 PAGE 10.0 ft. 25 psf = Fy = Single Span = Eave Height = Door Height = 3.208 ft./ 2 x 15.25 psf = 122.3 lbs. N 0.1112 in.3 0.692 in.3 0 0 71.70 plf OK 55 ksi 10.0 n. 10108 ft. 7 fts 24.5 pIf OF 1742.1 -CaIcs.xIs rl Bldg 4 0 Armadillo Self Storage Buildings: 1, 21 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 Buildin PURLIN TO INTERIOR COLUMN CONNECTION: 4 PAGE #12-14 Self Drilling Screws Allowable Shear - 16 ga.(Fy = 55 ksi) to 16 ga.(Fy = 55 ksj) _ Maximum Purlin Span Maximum Load: ( at middle support ) 10 fte Dead + Snow Loads Wind (uplift) - DL 545 lbs./ screw OF Roof Area = 10 ft. x 5 ft. x 1.25 = 62.5 sq. ft. ( Reaction at middle support of double span purlin ) = 1793 lbs. = 935 lbs. 4 screws / connection (min.) 2 screws / connection {min.) USE: 4 (MIN.) #12w14 Self Drilling Screws for Purlin to Column USE: 2 MIN. #1244 Self Drilling Screws for Column to Base Clip Maximum Purlin Span = 10 ft. Roof Area = 10 ft. x 5 ft. x 1/2 = 25 sq. ft. ( Reaction at end support of single span purfin Maximum Load: Dead + Snow Loads = 717 lbs. 2 screws / connection (min.) ( at end support ) Wind (uplift) - DL = 459 lbs. 1 screws / connection {min.} I USE: 2 ( MIN.) #12a14 Self Drilling Screws for EACH Purlin to Column PURLIN TO EXTERIOR COLUMN CONNECTION: #12-14 Self Drilling Screws End Bay Purlin Span = Maximum Load: ( at end support 10 ft Roof Area = 10 ft. x 5 ft. x 1/2 = 25 sq. ft. ( Reaction at end support of single span purlin Dead+ Snow Loads . Wind (uplift) - DL = 717 lbs. = 459 lbs. USE: 2 MIN.) #12=14 Self Drilling Screws 2 screws / connection (min.) 1 screws 1 connection (min.) 1742.1 -Calcs.xls Bldg 4 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 CONCRETE BLOCK MASONRY: Exterior Wall Locations: Face Grid Line North A ' South i East 12 West 1 I' Interior Wall Locations: Direction Grid Line Transv. Transv. Longit. Longit. Door information: Door Height: Face Door Width: PAGE Buildings. 4 1 Solid grouted 8" (nominal ) Normal Weight CMU = 84 psf NOTE: North face is assumed to be the low eave at single slope roof Length (ft) Height (ft 112 10.208 112 10.208 40 12.708 40 12.708 Type 1 1 0 0 AA Type 0 = None 1 = Mullions only, 2 = Mullions and Headers 3 = Solid No Openings ..L Length (ft) Height (ft) Area (sq ft) Weight Weight 0 0 0 0 0 0 0 0 Total Weight (Transv.) = 0 lbs. Total Weight (Longit.) = 0 lbs. Enter number of doors on each face To 0 ft 8.0 ft 7.0 ft 8.66 7 ft 7.0 ft 10.0 ft North 1 9 1 South 1 9 1 East 0 0 0 West 0 0 0 Weight of CMU Walls: For seismic load calculations Face North South East West Length ft 112 112 40 40 :[7G7iiifiil�i�F11I1'i�' 10.208 1143.333 10.208 1143.333 12.708 0,000 12.708 0 Door Area Hdr, Area Total Are 672 672 Total Weight of CMU Walls (Transverse Direction ) = Total Weight of CMU Walls ( Longitudinal Direction ) _ I 308.0 81.667 308.0 81-667 0 0 0.000 0 13720 lbs. 0 lbs. a Weight 6860 6860 0 0 0 i iff 1742.1 -Calcs.xls Bldg 4 Armadillo Self Storage Buildings: 1, 29 3, and 4 PAGE OF Edmonds, Washington ,�. Tech -Fast Job: J 1742 Building: 4 LATERAL ANALYSIS: Building: 4 Wind Loading: Transverse Direction = 14,959 lbs <-•---CONTRQLS �;w Longitudinal Direction = 3,360 lbs alp 11 Seismic Loading: W roof + W partitions = .3.68 psf + 5 psf = 8.68 psf Transverse Direction = 7,515 lbs Longitudinal Direction = 8,333 lbs. <-----CONTROLS Shear Walls -Transverse Direction: Interior Partitions: Max. V wall = wall shear Exterior Siding: Max. V wall q� wall shear = Shear Walls @ 10 ft o.c. 1336 lbs 34.5 plf 668 lbs 17.3 Of Shear Walls - Longitudinal Direction: Interior Partitions: Max. V wall = wall shear Exterior Siding: 8333 lbs 74.4 plf Min. Wall Length = 38.667 ft USE: 29 GA. Norclad 4 Screw Pattern (Allowable Shear = 77 plf ) Min. Wall Length = 38-667 ft ( Grid Line 1 ) USE: 26 GA. Super -Span 36 3 Screw Pattern (Allowable Shear= 81 plf ) Total Wall Length = 0 112 ft ( Grid Line E ) 8" CMU mullions on Lines A and J ( No exterior siding ) 0 1742.1 -Calcs.xls $54 Bldg 4 [J 9 Armadillo Self Storage Buildings: 1, 2, 3, and 4 Edmonds, Washington Tech -Fast Job: J 1742 BASE ATTACHMENTS: Buildin 4 PAGE OF Minimum Concrete Strength = 2000 psi ( 411 minimum slab thickness), Interior Column Base Clip: Ps = 485 lbs. (Wind/uplift - Dead Load ) x Roof Area Vs = 173 Ibs. ( Max. Wall Shear x Column Spacing ) Allowable Tension for 3/8" diam. x 2-3/4" ANKR-TITE II Wedge Anchor Pt = 870 lbs. 1-3/4" Minimum Embedment Allowable Shear for 3/8" diam. x 2-3/4" ANKR-TITE II Wedge Anchor 1-3/4" Minimum Embedment Interaction Equation: (Ps / Pt )5" + (VS / vt)5/3 _ Exterior Wall Base Channel: Maximum wall shear = Maximum wind / uplift = 0.463 < 1,0 17.3 plf 98.5 plf Allowable Tension for 0.144" diam. x 1-1/2" Remington Powder Fastener 1-1/4" Minimum Embedment Allowable Shear for 0.144" diam. x 1-1/2" Remington Powder Fastener 1-1/4" Minimum Embedment Interaction Equation: Max. Pin Spacing = (PS / Pt) + (VS / Vt) = 0.693 < 1.0 12" / 0.693 = 17.31 inches o.c. Vt = 755 lbs. OK (Wind ) (Wind/uplift - Roof dead load ) = 165 lbs. = 180 lbs,. USE: 0.144" diam. x 1-1/2" Remington Powder Fastener @ 17 in. O.C. 0 r 1742. 1 -Ca I cs. A s 6 r Roof X-Brace-4 'Armadillo Self Storage Edmonds, Washington Buildings: 1, 2, 3, and 4 Tech -Fast Job: J 1742 ' RoofX-Strapping Design: Building: 4 1997 UBC Loads: Wind = 3,360 Ibs Nominal Seismic = 8,333 Ibs Ca = 0.36 Seismic = 19,999 Ibs (Nominal Seismic Load x Fp 1 V R = 4.5 Lateral Load = 19,999 Ibs (Seismic Controls) V = (2.5*Ca*l / R) ' W = 0.20 ' W ' FP = (4.0*ap*Ca*l / Rp) *Wp = 0.48 ' Wp ap= 1.0 Rp = 3.0 trib width= 20 ft (bracing tributary to supporting wall) ' total width= 40 ft Effective Lateral Load = 9,999 Ibs (force resisted by x-bracing closest to supporting wall) No. Braced Bays = 4 Bay depth = 10 ft Bay width = 5 ft Strap Length = SQRT(Bay width + Bay depth 2 ) = 11-18 ft P strap = 2795 Ibs sample bracing layout to illustrate terms Check Strap Capacity: Strap Width = 2.00 in Less 114 "for Fastener - 0.25 in Effective Strap Width = 1.75 in Strap Thickness = 0.06 in i Fy = 55 ksi khh'I w- I Depth Width P auoV+anie = (Effective Strap Width x Strap Thickness x (1.33) Fy)/1.67 = 4599 Ibs OK No. of Screws Required: 4 screws (at each end or laps Check Fastener (Reference AISI Specification Provisions for Screw Connections): Pns = 4.2023d )1/2 Fu2 = or Pns = 2.7 ti d FU _ Pa = 0.33) Pns/W _ Check Strut6 : Pstrut= 4ss2O prov: 4C18 prov: 4C16 prov: 0.06 in (16ga) 65.0 ksi 0.216 in (#12 Self Drilling -Screw) 3 (Safety Factor) 1865 lbs/screw Controls 2274 Ibs/screw 827 lbs/screw (note - allowable load increase 1.333 for seismic/wind) Lat Load ' bay width / bay length / number of bays 1250 Ibs 1.250 k 1.48 k 3,8 6 k 8.0 4 k _4_ • 1742.1 -CaIcs.xIs SEE INTER OR ISLAND DETAIL I - �� I Y I I Ifs 3 ........ ..... Scale.o- .111).1ol oil jmJ 'o OCT 2 1 ,g 11azz p '99 city 6A f r, 61? op �SSCrj CN 1/1 a Pad MOWN STATE OF WASHMalrom REGISTERED LANDSCAPE ARMTECT RUTH ROBERTSON OURRUS CEF01FICATE NO. 627 Pon con, � zo .4es I I Lz� LIZ L4 q tz L,44 w L k� q e- %*awl N x 46 w iQ4 0 Ll� (k) 14Z) I L6 Uo PT L4 000 x %..Poo 9ro TON *mom .00 .40 Iwo 17 C%4 777i, 7o............ t4%% 44 10, 6 .......... .... tic) .001 0 ,,l,44 0 IF— 00,1Z t L I4%. VAN "IRV %%:k 77, 992 t.4 �..A .. .............. .... L .00 ..... .. ... 11 6 . ..... .. ...... .384 +4586 -ftAl 11 ............ l4 ... ... .. ... I. ... d\ey ... ... Oe %%WOO Cc) U! 61 1. .1, �LL LJ4 Gomm QD 0 .. . . .. . (0 Oer — N101ins ',44 �$j L%t `%N, 411.1 - 0 cn goo Oz III L I - �t7 z I ....... d6 .......... ...... ..... . I . . ......... (n w d, J.", 1) ttPH 4m 11 1, .1 6 + de 0 L 4004Z L ins 1. 4 1Z# :1 1;.,4 ...... 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C:� NK IL 4k S3 ,7, lit SbKO 404 4F P Nil . ... . ... ... r* • a .16% 11 a CALCULATION OF AVERAGE ELEVATION DATUM• The elevation numbers indicated below were directly spotted at the proposed ouiming comers or are interpolations of EXISTING GRADE for the projected corners (from survey prepared by Group Fou BUILDING #1 NORTHWEST CORNER SPOTTED NORTHEAST CORNER SPOTTED SOUTHWEST CORNER SPOTTED @ SOUTHEAST CORNER SPOTTED TOTALS: 11576*43 4=394.' r, Inc., December 1998). 3940 1 394944' 3940 9 393.011' Average datum elevation.) r —IL I i CALCULATION OF AVERAGE-- ELEVATION DATUMa. The elevation numbers indicated below were direct1y: p ftei:l at the proposed building comers or are interpolations of EXISTING GRADE for the projected corners (from survey prepared by Group Fou BUILDING #2 NORTHWEST CORNER SPOTTED NORTHEAST CORNER SPOTTED @ SOUTHWEST CORNER SPOTTED @ SOUTHEAST CORNER SPOTTED @ - TOTALS: I st)bts44 r, Inc., December 1998). 392853' 391 . 17' 392.53' 391017' ' = 4 = 391,86' (Average datum elevation.) 9 corners (from survey prepared by Group Fou BUILDING #3 NORTHWEST CORNER SPOTTED NORTHEAST CORNER SPOTTED SOUTHWEST CORNER SPOTTED SOUTHEAST CORNER SPOTTED TOTALS: 1,544.44 = 4 = 386.11' • 0% CALCULATION OF AVERAGE ELEVATION DATUM0 .5 The elevation' numbers indicated below were directly spotted at the proposed building comers or are interpolations of EXISTING GRADE for the projected r, Inc., December 1998). 0 391,11 381 011' " 391 381 611' 611' Average datum elevation.) i • 4 CALCULATION OF AVERAGE ELEVATION DATUM: The elevation numbers indicated below were directly spotted at the proposed building comers or are interpolations of EXISTING GRADE for the pro's jected corners (from survey prepared by Group Fou BUILDING #4 NORTHWEST CORNER SPOTTED NORTHEAST CORNER SPOTTED SOUTHWEST CORNER SPOTTED SOUTHEAST CORNER SPOTTED @ TOTALS: 13521.46= 4 = 380.361 r, Inc., December 1998),, 381,oO3' 379.70' 381 a 03' 379470' Average datum elevation.) l ■ I T CALCULATION OF AVERAGE ELEVATION DATUM' The elevation numbers indicated below were directly spotted at the proposed building comes or are interpolations of EXISTING GRADE for the projected corners (from survey prepared by Group Fou BUILDING #7 NORTHWEST CORNER SPOTTED NORTHEAST CORNER SPOTTED SOUTHWEST CORNER SPOTTED SOUTHEAST CORNER SPOTTED TOTALS: 1,544,44',,*., 4 = 386* 11' • 0 r, Inc., December 1998),, 391,111' 381 011' 391,1 V 381,01 V Average datum elevation,,) c I ca 0 M oo mn > 0 0 r, 0 M r m M 4h� m< 00 Ox (;I c 0 c C) 0 4 m z z m m X OWN, 0 0 & to C) co lot V . 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