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HomeMy WebLinkAbout1806 S HWY 146_19-0050___________'.Y r r r, ' 1, { j�� r 1 • 19-5U 1 1806 S HWY 146 - i r L _ - •. � ./ � ,.fir 1 n. ,t r ' III Y '- � 1 t ) •"t. . # [ .. •.1 � 5 , r 1 ..o PREPARED 1/17/19, 7:08:01 INSPECTION TICKET PAGE 3 CITY OF LA PORTE INSPECTOR: INSPECTOR DATE 1/17/19 ________________________________________________________________________________________________ ADDRESS : 1806 S HNY 146 SUBDIV: PORT CROSSING CONTRACTOR ARCH -CON CORPORATION PHONE OWNER LIBERTY PROPERTY, LIMITED PARTN PHONE PARCEL 129-217-003-0002 APPL NUMBER: 19-00000050 MISCELLANEOUS PERMIT: BLOT 00 BLDG PERMIT-COML-BUILDOUT REQUESTED INSP DESCRIPTION TYP/SQ COMPLETED RESULT RESULTS/'COMMENTS ________________________________________________________________________________________________ BLFI 01 1/17/19 IN FINAL, BUILDING TIME: 08:00 CALLED IN 1/16/19 0 1:14 MATT 832-230-6345 _ /7 FINAL ( S G lAl l co------------ COMMENTS AND NOTES ------- u-1----=" --- - ----------- Cv G_� City of La Porte 604 W Fairmont Pkwy La Porte, 'Tx 77571 (281)470-5073 INSPECTION LINE:(281) 470-5130 ****BUILDING PERMIT**** Application Number . . . . Property Address . . . . . HCAD Number: Alternate Search Method: Application type description Subdivision Name Property Use . . . . . . . Property Zoning . . . . . . Application valuation . . . Type of work INSTALL 3 SMOKE SHELTERS 19-00000050 1806 S HWY 146 129-217-003-0002 MISCELLANEOUS PORT CROSSING IND - LIGHT 13454 Owner ------------------------ LIBERTY PROPERTY LIMITED PARTN 500 CHESTERFIELD PKWY MALVERN PA 193558707 Date 1/16/19 Contractor ------------ ----------- ARCH-CON CORPORATION 1335 WEST GRAY STE,300 HOUSTON . TX 77019 Permit . . . . . . BLDG PERMIT-COML-BUILDOUT Additional.desc . . SMOKE SHELTER Permit pin number . 585273 Permit Fee . . . . 117.50 Plan Check Fee 58.75 Issue Date . . . . 1/16/19 Valuation . . . . 13454 Expiration Date 7/15/19 Qty Unit Charge Per Extension BASE FEE 20.00 13.00 7.5000 THOU BLDG - 1,001 - 50,000 97.50 Special Notes and Comments January 15, 2019 9:14:58 AM LAPOJLW. COMMERCIAL PERMIT NOTES 1. All NEW development must obtain a water account through the City of La Porte•Water Department ® 281-470-5020, prior to Building Permit issuance. 2. ALL WORK MUST COMPLY WITH THE APPROVED PLANS, INSPECTIONS. 3. CONTRACTOR MUST COMPLY WITH ATTACHED FIRE MARSHAL PLAN REVIEW COMMENTS IF APPLICABLE. 4. OWNER / CONTRACTOR RESPONSIBLE TO COMPLY'WITH TEXAS ACCESSIBILITY STANDARDS (TAS) AS REQUIRED. 5. THIS BUILDING PERMIT APPROVED SUBJECT TO CITY APPROVED CONSTRUCTION DRAWINGS City of La Porte 604 W Fairmont Pkwy La Porte, Tx 77571 (281)470-5073 INSPECTION LINE:(281) 470-5130 ****BUILDING PERMIT**** ---------------------------------------------------------------------------- Page 2 Application Number 19-00000050 ------------------------------------------------- Date 1/16/19 -------------------------- Special Notes and Comments WITH RED LINES, PLAN REVIEW COMMENTS & CERTIFIED SITE PLAN & INSPECTIONS. 6. COMMCHECKS WILL BE REQUIRED BEFORE INSPECTIONS. 7. ANY FUTURE REMODEL OR BUILDOUT OF OFFICE SPACE REQUIRES -SEPARATE PERMITS AND INSPECTIONS. 8. SEPARATE ELECTRICAL, PLUMBING & MECHANICAL PERMITS REQUIRED FOR ANY - RELATED WORK. 9. ANY NEW OR PROPOSED SIGNAGE,REQUIRES A SEPARATE SIGN PERMIT BEFORE INSTALLING ANY SIGNAGE. 10. CALL FOR INSPECTIONS BEFORE ANY WORK IS COVERED. ---------------------------------------------------------------------------- s Fee summary Charged Paid•, ---- - ----- ---------- --------- Credited Due ----------------- Permit Fee Total 117.50 117.50 .00 .00 Plan Check -Total 58.75 58.75 .00 .00 Grand Total 176.25 176.25 1.00 .00 t (SIGNATURE OF CONTRACTOR OR AUTHORIZED AGENT) DATE (APPROVED BY BUILDING OFFICIAL OR AUTHORIZED AGENT) DATE City of La Porte Planning & Development Department Phone:281.470.5073 604 W.Fairmont Pkwy. Fax:281.470.5005 La Porte,TX 77571 BUILDING PERMIT APPLICATION permits@laportetx.gov 1. PROJECT INFORMATION: 1 DATE OFSUBBMITTAL: 4 PROJECT ADDRESS(If existing): I' \}�,1 r 1 I��tJta "� I 11 `/���0/�6 (A± ,m HCAD PARCEL NO(s)13-digIt Tax ID(s): 1.) ' W 1 s 64p 9• 2 2.) c Irk'Crass\ .st As%.c4 4 PROPERTY LEGAL DESCRIPTION: I bPc 4- cc 4 (c,5'6,s5r /1 ®IRRIGATION ®SIGN �FENCE ® POOL THER: , 4eDESCRIBE WORK: l ) (�� ) e-10ke h2�OT< O `,1v LC� e (1 BUILDING USE: NO.OF STORIES: TOTAL SQ.FOOTAGE: PROJECT VALU TION:$ 4 J 2. PROPERTY OWNER CONTACT INFORMATION: 5a k 7 OWNER'S NAME: V P ( �� `D 1 ' PHONE• ` _ ` ' MAILING ADDRESS:yy E-MAIL: e. I &iI { n 3. GENERAL CONTRACTOR: Ire 1/ // �*HOMEOWNERISCONTRACTOR CONTRACTOR COMPANY: C " '^ \,V \ " C y O C1 PHONE 1: q 3 — __ — C '3 k` PHONE 2: E-MAIL: M -N o ( L-+v _J C C✓N_ C/�V n . (`J NFAX k: MAILING ADDRESS I �Jt � P I�7 C�fp( � d IA'S}�E� TX 7 I Lt CONTACT PERSON'S NAME: 1 "1 O, V J C 'v-' PHONE: 4. APPLICATION CHECKLIST&SUPPORTING DOCUMENTATION(Check applicable boxes): *If Homeowner is Contractor, COMPLETE ITEMS 1-4 OF PERMIT APPLICATION mus eluljd A 1davit3: II��y{� Ho esTe %I 7doidt U SUBMITTWO(2)COMPLETESETS(HARDCOPIES)OFCONSTRUCTIONPLANSFORREVIEW JAN 0 9 2019 NOTES TO APPLICANT: ii 1. CONTRACTOR MUST BE REGISTERED WITH THE CITY.TO REGISTER,SUBMITCURRENTCERTIFICATE OF INSURANCE WITH CITY NAME& ESS ASCERTIFICATE HOLDER. 2. ADDITIONAL APPUCATION AND ASSOCIATED DRAWINGS ARE REQUIRED FOR THE FOLLOWING PERMITS:FILL DIRT,FLOOD PLAIN DEVELOPMENT,AND STORM WATER QUALITY. 3, NOT A VALID PERMIT UNTIL OWNER/CONTRACTOR IS NOTIFIED OF APPROVAL AND ALL APPLICABLE FEES ARE PAID IN FULL 4. AS A CONDITION OF THIS SUBMITTAL,I AGREE TO ALLOW EMPLOYEES OF THE CITY OF LA PORTE TO ACCESS MY PROPERTY FOR THE PURPOSE OF INSPECTING OR VERIFYING INFORMATION PROVIDIN THIS APPLICATIQN&THE PLANS SUBMITTED THEREWITH. APPLICANT PRINTED NAME: 1 S�` , ��� /-�/I APPLICANT SIGNATURE: (STAFF USE ONLY): AJ�Gp ��,y/ Occupancy Type:� Const.Type:--,,rr�66,,� Flood Zone:TTTi Use Zone(Zoning District): � ��''''�� vL CE?:_ L Taxes?: FEES: PERMJT FEE:$_(() t ICI.40 PLAN CHECK FEE:$ 54-1O 5$:15 RESIDENTIAL DRIVEWAY TIE-IN FEE:$ PARKLAND&ZONE FEE., Special Conditions: ® Must complete oil work and pass City inspection within 10 days of permR is nc to avoid further Code Enforcement Action PERMITAPPROVAL: Fire Marshal(Commercial ate: E/�� Approved for Issuance by: Date PERMIT NO. I ! SV nrua u L; bs A L �� — gMEN90HAL CbIIH=PIAN 6 x 4 L �CLLL: 4 II,,,, C1 _ IJ j I N 1111 AFT I I I I I I I I I I I I I I I I I I I rMOPoeEo euaowc Ro. cs I � � __ _ r .�� _^per_ •SAL, ..�..... _.. r A ate<fl[f/ T \ v STATE HIGHWAY 146 • "S8b IbER1Y PROPFAiY, LP. (4.o w. w�mn vuasl PORT CROS9N0 - RlDO CS [� - _ pIYFN9ONRL CplTROL P� ORCS� A I� f ! jI - 11fI C 6 1 I r ' F. nr ■ !� Y-pYEN9QIK CM1fi0. BRi9i'::•m O r P n a E...__.___._._.__...._..._... _� - ---------- I. i� oi l �I It qq J - —•.. STATE HIGHWAY 146 �xrrx z� 5 a: �s1�i Hartis, Kaitlyn From: Matt Norwood <mnorwood@arch-con.com> Sent: Thursday, January 10, 2019 8:05 AM To: Hartis, Kaitlyn Subject: FW: [External Email]: FW: 1806 S HWY 146 Smoke Shelters Hi Mrs. Hartis, Please see below, for cost of smoke shelters. Thanks! Matt Norwood Assistant Project Manager ARCH • CON CORPORATION P. 713-533-1900 ext.7465 M.832-230-6345 www.arch-con.com [ Facebook I Vimeo I Linkedln The information contained in this electronic mail transmission and any attachments ore Intended solely for the addressees) named above. If you are not an addressee, or responsible for delivering this e-mail, you have received this email in error and you are strictly prohibited from reading, copying or disclosing it. The information contained In this email is highly confidential and may be subject to legally enforceable privileges. If you received this in error, please call us at 713-533.1900 or reply via electronic mail Immediately to the person sending this trammisslon and return this documents to us via the United States Postal Service. Thank you for your cooperation. .From: Hernandez, Joe[mailto:Joe.Hernandez@mrcglobal.com] Sent: Thursday, January 10, 2019 8:02 AM To: Matt Norwood <mnorwood@arch-con.com> Subject: RE: [External Email]: FW: 1806 S HWY 146 Smoke Shelters Matt, For all 3 smoke shelters cost is $13, 453.55 Joe Hernandez Facilities Maintenance Coord. MRC Global T+1-713-577-3040 1 M+1-281-923-7477 1806 HWY 146 SOUTH [ La Porte [ TX [ 77571 [ United States Joe. Hernandez@mrcglobal.com I www.mrcglobal.com I privacy aolja From: Matt Norwood <mnorwood@arch-con.com> Sent: Thursday, January 10, 2019 7:29 AM To: Hernandez, Joe <Joe.Hernandez@mreslobal.com> Subject: [External Email]: FW: 1806 S HWY 146 Smoke Shelters Caution: This email originated from outside of MRC Global. Do not click links or open attachments unless you recognize the sender and know the content is safe. Hi Joe, Please see below. Can you send over what the cost was for the smoke shelters so I can provide this to the city sir? Thanks! Matt Norwood Assistant Project Manager ARCH • CON CORPORATION P. 713-533-1900 ext.7465 M. 832-230-6345 www.arch-con.com I Facebook I Vimeo I Linkedln The information contained in this electronic mail transmission and any ottochments are intended solely for the oddressee(s) named above. If you are not on addressee, or responsible for delivering this e-moll. you hove received this e-moil in error and you ore strictly prohibited from reading, copying or disclosing it. The information contained in this e-mail is highly confidential and may be subject to legally enforceable privileges. If you received this in error. please call us at 713-533-1900 or reply via electronic moil immediately to the person sendng this transmission and return this documents to us via the United States Postal Service. Thank you for your cooperation. - From: Hartis, Kaitlyn [mailto:HartisK@Iaportetx.govl Sent: Wednesday, January 09, 2019 5:42 PM . To: Matt Norwood <mnorwood@arch-con.com> Subject: 1806 S HWY 146 Smoke Shelters Hi there! Can I get a valuation for the three smoke shelters you submitted a permit for this afternoon? At 1806 S HWY 146. Thank you! Kaitlyn Hartis I Inspection Services Technician 604 W. Fairmont Pkwy. I La Porte, TX 77571 p.281.470.50741 f.281.470.5005 website I ma o I email 10 d ,COMMERCIAL PERMIT NOTES, 1. ALL WORK MUST COMPLY WITH THE APPROVED PLANS, INSPECTIONS. 2. CONTRACTOR MUST COMPLY WITH ATTACHED FIRE MARSHAL PLAN REVIEW COMMENTS IF APPLICABLE. 3. OWNER / CONTRACTOR RESPONSIBLE TO COMPLY WITH TEXAS ACCESSIBILTY STANDARDS (TAS) AS REQUIRED. 4. THIS BUILDING PERMIT APPROVED SUBJECT TO CITY APPROVED CONSTRUCTION DRAWINGS WITH RED LINES, PLAN REVIEW COMMENTS & CERTIFIED SITE PLAN & INSPECTIONS. 5. IF ANY FILL DIRT IS BROUGHT ONTO THE SITE OTHER THAN INSIDE THE BUILDING FOOTPRINT, A SEPARATE FILL DIRT PERMIT IS REQUIRED 6. SEPARATE ELECTRICAL, PLUMBING & MECHANICAL PERMITS REQUIRED FOR ANY RELATED WORK. 7. ANY NEW OR PROPOSED SIGNAGE REQUIRES A SEPARATE SIGN PERMIT BEFORE INSTALLING ANY SIGNAGE. 8. CALL FOR INSPECTIONS BEFORE ANY WORK IS COVERED. 9. ANY CHANGES TO THE APPROVED SET OF PLANS OR APPROVED SCOPE OF WORK MUST BE APPROVED BY THE INSPECTIONS DIVISION PRIOR TO COMENCING CHANGES IN THE FIELD. ,COMMERCIAL PERMIT NOTES; 1.. ALL WORK MUST COMPLY WITH THE APPROVED PLANS, INSPECTIONS. 2. CONTRACTOR MUST COMPLY WITH ATTACHED FIRE MARSHAL PLAN REVIEW COMMENTS IF APPLICABLE. 3. OWNER / CONTRACTOR RESPONSIBLE TO COMPLY WITH TEXAS ACCESSIBILTY STANDARDS (TAS) AS REQUIRED. 4. THIS BUILDING PERMIT APPROVED SUBJECT TO CITY APPROVED CONSTRUCTION DRAWINGS WITH RED LINES, PLAN REVIEW COMMENTS & CERTIFIED SITE PLAN & INSPECTIONS. 5. IF ANY FILL DIRT IS BROUGHT ONTO THE SITE OTHER THAN INSIDE THE BUILDING FOOTPRINT, A SEPARATE FILL DIRT PERMIT IS REQUIRED 6. SEPARATE ELECTRICAL, PLUMBING & MECHANICAL PERMITS REQUIRED FOR ANY RELATED WORK. 7. ANY NEW OR PROPOSED SIGNAGE REQUIRES A SEPARATE SIGN PERMIT BEFORE INSTALLING ANY SIGNAGE. 8. CALL FOR INSPECTIONS BEFORE ANY WORK IS COVERED. 9. ANY CHANGES TO THE APPROVED SET OF PLANS OR APPROVED SCOPE OF WORK MUST BE APPROVED BY THE INSPECTIONS DIVISION PRIOR TO COMENCING CHANGES IN THE FIELD. r;�p PREPARED 1/15./19, 9:18:26 PAYMENT DUE CITY OF LA PORTE ' PROGRAM BP820L --------------------------------------------------------------------------- APPLICATION NUMBER: 19-00000050 1806 S HWY 146 FEE' -DESCRIPTION AMOUNT DUE ------------------------------------------------------------- ---------- PLAN CHECK FEES 58.75 BLDG PERMIT-COML-BUILDOUT 117.50 TOTAL DUE 176.25 Please present this receipt to the cashier with full payment. "CH -CON CORPORATION Architecture & Construction Matt Norwood Assistant Project Manager 1335 West Cray, Suite 300 Houston.Tc 77019 Main: 713-533-1900 Direct: 713-255-7465 Cell: 832-230-6345 Email: mnorwood@arch<on.mm w .amhton.com THE AROH—CON PROMISE Customer Service prompt Delivery Y Quality Construction I 1 1 1 1 1 Precision Structural Engineering, Inc. 11tv F 0,9 STRUCTURAL COMpt c ENGI NEERING ANF CALCULATIONS FOR HANDI- HUT SHELTER 1 PROJECT: #3-2AF Shelter Analysis -CITY 1 Copy 1 PROJECT LOCATION: 1801 South 16th St. La Porte, TX 77571 1 PSE PROJECT NUMBER: Handi Hut 218-442 1 1 1 i 1 1 [_. DATE: November 15th, 2018 BY: VIK Vennavelli. Nabil Taha, Ph.D., P.E. (Texas Firm # F-14431) 250-A Main Street E-Mail: infoQstructurel.cor Klamath Falls, OR. 97601 Web: www.mctwel.com EXPIRE . ph. (541) fax (541) wil DO 33JAN 0 9 2019 h� REFER 10 SHEET 2 REFER T0 (5)" ALUM. POP RIVETS m FOR BEAM TO POST SHEET 3 CE C;IISS�T_ _L(P --- ATTACHMENT DETAIL � FOR ROOF —� Precision ATTACHM Structural DETAIL — i Engineering, Inc. T.. f1w If-IHT [WnM F' WH REFER TO m "o-„s o, , DETAIL 1 & , , ,Wm 2 OF SHEET F. wwoue.c .�. 4 FOR POST PROJECT PSe,i PROJECT #: ATTACHMENT Handi Hut 218-442 DETAIL AT BASE Structural members onry we REFER TO in this struetural review/ in esi r DETAIL 1 0 SHEET 4 Non- SWduraI m mbT I FOR POSO~F ATTACHMENT 11K'Ile DETAIL AT ,. BASE i 121 HUT FRONT ELEVATION �— ` *s SCALE: NTS HUT SIDE ELEVATION ........ ••• 7 5.. SCALE: NTS — .. ..... f{ 2'-3" --{ — 22" MODEL #3-2AF 10663 C I 9�•'OC J"x12"x12" 38413-1 ��`.ssENS ALUMINUM GUSSET, �����L r CCKREST FASTENED TO r xP1R I C rn POST & BEAM, 0 t<' TYP. REFER ALUMINUM: 6063—T52 FINISH: DARK BRONZE ANODIZE (DKB) I TO SHEET 5 GLATEMPERED GLASS ROOFN PANELS, 1/4ARBLACK OMEGA PANEL BENCH/BACKREST: EXTRUDED ALUMINUM --� =°I l I HUT VIEW mm SCALE: NTS SHEET 711 RECOMMENDED PAD SIZE-9'-6" X V-0" X 6" THICK MINIMUM handaIM Mc. PH: 800-603—ee35 ided ;luded. � � I t Z N ,art c OFr&:. 106637 1 /4" DRIVE RIVET LOCATE APPROX. AS SHOWN HORIZONTAL FRAME MEMBER (HEADER) ALUM. TUBE 2.5 X 2.5 X 1/8 "U" CLIP CONNECTOR FACTORY INSTALLED LL PANEL PVC SKET—FACTORY INSTALLED /16" POP RIVETS 18) PER PANEL "RIGHT REAR" WALL---,:: __�—WALL PANEL GLAZING------, FACTORY INSTALLED 1/4" DRIVE RIVET LOCATE APPROX. AS SHOWN WALL PANEL SUB —FRAME "U" CUP CONNECTOR FACTORY INSTALLED -tiORIZONTAL ME BER ALUM)TUBE 2.5" X " /8" m® VERTICAL FfM" MEMBER --<LU . TUBE 2.5" X 7n/8" OR INTERME MMLION ALUM. TUBE 2.5" XC"2 m WALL PANEL CONNECTION DETAIL TYPICAL FOR ALL WALL PANEL CONNECTIONS in this structural review/design. recision Structural Engineering, #12 TEK SCREWS Inc FACTORY INSTALLED r Ww= Fs 010 lFip! "RIGHT SIDE" WALL #12 TEK SCREWS FACTORY INSTALLED VIEW FROM FRONT OF SHELTER 38413-3 SHEET 2 M3 GRUNWAM Sr. CUFrON, NJ 07013 hand -hut Mc. 973-614-1800 FAX: 973-614-8011 M M M M M M M M I• M M M M M M M M M M L DOME CLAMPING BAR 5/16" SELF TAPPING COATED SCREWS 18' O.C. APPROX. FACTORY INSTALLED Precision FACTORY INSTALLED V" X 1' FOAM TAPE Structural NTINUOUS ALL SIDES Engineering, FACTORY INSTALLED Inc. FASCIA CORNER KEY iMn tF-14431 Klth f.Rs WfCe M. GUTTER 250 M.In I..nath lolls. pr.pa, 97603 1/4" OMEGA PANEL Ph.w (541) M-63M Faro 049 850- M W.lstr,ctur.Lc.n ....struct .Lc.n PSE,I PROJECT #: ROOF FASCIA Handi Hut 218-442 6" SILICONE FACTORY APPLIED 3 16" DIA. X #68 RUM. 18" O.C. FIELD INSTALLED (CHASE 3/16" DRI HOLES IN ROOF FASCIA) (ALLRAROUNDING 2.5" X 2.5" X 1/8' TOP HEADER ROOF WEEP (DRAIN) HOLES 2.5- X 2.5- X 1/8' COLUMN 0 MC M FLAT ROOF ATTACHMENT DETAIL " OF ~F�y��� 0 Cp••'' =W y' C ii„ 38413-2 .:....... .. ........; SHEET 3 ........... •• 37 �- 1� �5 m'hnd-hul Inc. 3 GRUNWALD ST. CLIFTON, NJ 07013 973-614-1800 FAX: 973-614-8011 •ram=i �����`•�� in this structural review/design. EXPIRE Non-structural members are NOT included. r SHELTER LEG �p;E.•• •••. Structural members only were included Precision GjQ in this structural review/design. 1/4' DIA X 1/2' DRIVE RIVETS Structural * aP Non-structural members are NOT included ® Engineering, /' �* FLANGED BASE I I Inc. ............ ..... .... A I I PEEN EDGE T..Fbw .F-I4431 Klan F." ofnR .... ••• .�j./........�.../ I ld.w FFalOre9on • JF �/ wwwvrAa I Ph.n (54D B30-6=1 �°" adw NeHUm F. t541) 956-6233 ' AV S/4' I YK.l.tructw.lcm ���I I 1 - CENSCO•��� •' A 4 1/4' • n P5E,i PROJECT #: .r PAD OR FOOTING • 1S��NAI CONCRETE BE DESIGNED TO Handi Hut 218-442 RESIST THE REACTIONS AS PER NOTE 1 OF SHEET 6 EXPIRE 1/2' x 4-1/4' LO HILT KWIK BOLT TZ 1/2' DRILL CARBON STEEL WEDGE ANCHOR (2) PER POST ,,t 1NCNOR DETAIL (CORNER) MIN. 3-1/2- OABEDMft INTO CONCRETE ,yam SHELTER LEG V = v rn 1/4' DMA X 1/2' DRIVE RIVETS T n rn FLANGED BASE T I 1. R'here`3Audd�{;ipm is in contact with or fastened to the dissimilar - materleLc, direct contact between the aluminum and other material —�/4 C= IIpLpreveilted as specified in Aluminum Design Manual, 2010 :Ashall 4 1/4' Part 1:�$peciBNAtfon for Aluminum structures -sections M7.1 through M7.3 4 ' ' or bypocinj:tompafible, nonporus isolator between the aluminum and ',4.. ."' e CR '-1 . I other lmaterial. 2. All carbon steel anchor bolts shall be coated/treated with Galavanized j cDNCIiEie PAD OR FnonNc 1p"9M0.�L BE DESIGNED TO "' a 1/2' DRILL t3'¢effi¢IIffi as per above IIOt! 1. SIST THE REACTIONS PER NOTE 1 of SHEET 6 p� SHEET 4 1/2" x 4-1/4' LONG 2- ANCHOR DETAIL (CENTER POSR) W HILTI MK BOLT TZ CARBON STEEL WEDGE I� 3 GRUNWALD ST. CLIFTON, NI 07013 hanndt- 973-614-8011 ANCHOR (2) PER POST. u�Q Inc. 973-614 1800 FAX: MIN. 3-1/2- EMBEDMENT INTO CONCRETE 12.00 Precision Structural — 2.00 3.50 3.50 25 Engineering, I nc. T. A WyN Cuap f.W M!b � IbM Ww.p fYYr Y.V T)fN_ 1.00 MOwa.t...im1 .wNtiW101 r5l, rcaecr x! Handi Hut 218-442 structural members only were included 4.00 45' in this structural review/design. Nan -structural members are NOT included. p t z.00 p ... ... ow ' *�• 4.00 ..:. .. ....... (5) 1/4" DIA ZINC COATED BIL M HA •� GALVANIZED THRU BOLI�TYP� ............ .............. M , 06637 s/ 5 ALUM. POP RIVErr �CENS�•G�� H; �SSEf, TYP * %ONAL + � ������ � � EaPIR CD SHEET 5 CM3 +R't MAT'L: 6063 ALUMINUM 2 REQUIRED �t�, 0 0 3 GRUNWALD ST. CLIFTON, NJ 07013 Ill an(dQ ou-hU� 973-614-1800 FAX: 973-614-8011 164 10. FOOTING REACTIONS Precision The owner/user should use the services of Structural Engineering, a local licensed engineer to design Inc. T. i K-1 a the concrete or ad footing to support p g PP D ucturai members only included �m the following loads' in this structural review/design. • Dead Load' N -structural members are NOT include PSE; PROJECT F: 442 o Vertical = 100 lbs, (down); I o Horizontal = 50 lbs, Tension & Compression; E..°..F .TF,%I • Roof Live Load: CD C o Vertical = 250 lbs, (down); r" *� ..... Horizontal =150 lbs, Tension & Compression; n M. A .......... it ............ ../ .o y a �� o • Wind Load (case 1): _ � =. 06637 - ar o Vertical = 1400 lbs, (uplift); ''��CENSE�G��+' ' p o Horizontal =1100 lbs, Tension & Compression; o Moment = 860 lbs-ft, (In all four perpendicular direction mREdUN� • Wind Load (case 2): M rr� o Vertical= 800lbs, (uplift); SHEET 6 o Horizontal = 650 lbs, Tension & Compression; MM o Moment = 1200 lbs-ft, (In all four perpendicular directions); u^�t pp � - 9 1 �1i �������IWLL y�(�, OT3-l1h18W F/JL 9]3-914-BW1 The above are the reactions due to the basic FoonNC xu Cf 0N5 un-factored loads according to ASCE7-10 ,.� 1 1 1 1 1 1 1 i i 1 1 1 1 1 1 1 i 1 i 1C'L�L':�b RS Precision Structural Engineering, Inc_ Table of Contents: Subject: 1- References / Software: 2- Design Criteria: 3- Shelter Analysis & Design: Page: 10-19 20-29 1,000 —1,999 REVIEWED FOR CODE COMPLIANCE 250-A Main Street E-Mail: info(@,structurel.com Klamath Falls, OR. 97601 Web: www.structurel.com CITE` COPY. pn.(5a Cmt`cW ;. ea• t— 2 fax ( ) 850-6233 JAN 0 9 2019 i a�j 19 Precision Structural Engineering, Inc. References: a. Literature: a. Based on 2012 International Building Code (IBC) b. Aluminum Design Manual, ADMI —10, Aluminum Association b. Software: a. RISA 3D Version 17.1 RISA Technologies, 26212 Dimension Dr. Suite 200 b. Hilti PROFIS Anchors 2.5.2. REVIEWED FAR CODE COMPLIANCE 250-A Main Street E-Mail: info structurel.com Klamath Falls, OR. 97601 Web: www.stTucturel.com CITY COPY ph. (541)850.6300 fax (541) 8 -62 JXN 0 9 201] 1- Location: 2- Seismic: 3- Ultimate Wind Speed 4- Roof Live Load: Precision Structural Engineering, Inc. Design Criteria: 1801 South 16th St. La Porte, TX 77571 (Lat. 29.6431 Long.-95.033°) RC II SDC A Site Class D Sms 0.116 Sm1 0.093 SDs 0.077 Sit 0.062 1. R 3.66 REVIEWED FOR CODE COMPLIANCE 143 mph (3 s. gust) Exposure D 5- Soil Bearing Capacity: 6- Gravity Loads: 7- Deflection Criteria: 20 psf CITY NIA Copy DL Roof: 3 psf Roof TL Deflection: L/180 "Other criteria assumed as stated in design calculations. 250-A Main Street E-Mail: infogstructurel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: www.structurel.com fax (541) 850-6233 I ' f " Precision Structural f Engineering, Inc. CODE COMPLIANCE CITY COPY 250-A Main Street E-Mail: infoRsb ucturel.com ph. (541) 850-6300 Klamath Falls, OR. 97601 Web: w At=tme Isom fax (541) 850-6233 W1312018 ATC H.M. by LmV. A This is a bete ralaase of the new ATC Hazards by Lo (Ion wehsite. Please cooled Us with feedback. CkTC Hazards by Location Search Infarmation "&a.: 1801 S iMh b, La Pp,te, T% Wl, USA Coordinates; 28.Ba211395,-M.0335258 Tlmeammp: 201e-41-13T15:21 A3.8752 H.MType: Wind MAP Resalte 22 MRNaYaar__._._--- --- _--- ------ ................_..._..._..-----REVIEMfED---FOH-_____._......._.-...__ 78moh MR12SYaer ._............. -. . _ .... ._... _. F�pR� P .. , mJ{- GO E GO.La11 LIA- KE,.._. .. _ .. mph 109 MW 50-Yee, .. .. . _......................... .._. mph MMImy.,.__.--- _--- .............. ....... .-------- ------- ......................._........_._.._____._-..........._ ......... .................. .__-_---- 120a h NakCakePryl.... ---------- ...._...._..._.................... ........................ ..........._.__..._._..._..-.....__._.. _._....._....... .... .. A134 mph Yau are Ina wn6k doblis region ffwore 0hoai0tln 1 M" dit carewl mean high weW Ilhe. RlekCM gory It .._._._.._._........ ._.... .........___._.. _-- _...._.—._.. _._....._... y .. ......._---.-__-.- _. A 143 nm You are h.will-bolo debda regim. "r l Rmk Calagery111_---- .... .._............ .____ ...a P. _. _.....-.._..-___,..,.... .... A152 mph' H the sanctumantler crosld.,0 Ha haehMxm may, yae are M e Whd-borne debrlemglics.'h'Aher porroy, uee MeftkA CeroOory 11 beak .wed womae t0 delb . 0 V. drg In ayAndi adeM.ra(Ibn. 9159 mph Yeu ero In avnMbama deGce ragkn. ASCE 7.1a Mwlavea._.._........._-.._................................_______'____.,.....__ .._____-__------..._.......----..._............._. 77 mph MM254ear.------------ ....... ......... _._..._.._.-........._.-_____..—.,.._.____.......... ............... .... ................. ._._._.. 9811nb MR150.Year_...__................_...,..........._.._.__........_...._................_..._...._.._..................__.............._..... .._.... 109 mph hhpsllne Ms.alr mil.dgMAWM7eddms-1801%M%2018th%20SL%2C%20La%20POHO/.2C%20TX%207757I%W%WUSAMaN28&i2&t958... 112 I _�3 1 1 i 1 11/13/2018 ATC Hazards by Locadon MRI 100-Year _..__..__... _.. .. _. ..._.... _. ._ .. .._.__... Riak CatagoryI ...._ _ ................,........ ...... _ ..... _. _ You are M a wind-borne debris region if you are also within 1 mile of the coastai mean high water Iha. .. 120 mph A 134 no ;Isk Category It ...._._...................._.............._._..-_....._.._..._...... ............. .-_......_..-..._............,..._._---- .._...------ _..._. 6 143 mr ou are in a wind-borne do" region. Risk Category III -IV -................. ...... ........ .... ..................... .... ......... ,........ _...... ___._,........ ............ ........ .... .......------ A 152 reph tithe structure ruder consideration is a IWItheale fatilly, you are In a wind-borne debrbs region. If other occupancy, use the Risk Category 0 breale. wind speed da tmrs to determine If you are in a wind-borne debris region. ASCE7-05 1 ASCE7-05 WInd Speed _ ....... .-------- _--------------- ...__ _.__ .....---- .....------ ..-------- ..------- ........... ....... . _.......,............. _ _ A 116 mph You are in a wind-borne debris region if you are also within 1 mile of the coastal mean high waver line. 1 The results indicated here DO NOT reflect any state or local amendments to the values crony delineation does made during line building code adoption pmcess. Users should con' any output obtained from this fool with the lucaf Authority Having Jurisdiction before proceeding with design. 1 Disclaimer Hazard loads one interpolated from data povded In ASCE 7 and rounded up to the nearestwhole Integer. Per ASCE 7, Islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area - In some cases, this websilo will extrapolate past the last wind speed contour and therefore, provide a wind speed that Is slightly higher, NOTE: For queries new wind-borne debris region boundaries, the resulting determination Is sensitivo to rounding 1 which may affect whether or hot h is considered to be within a wind-borne debris region. While the Information presented an this webste Is believed to be correct, ATC and its sponsors and contributions assume no responsibility, or liability for is accuracy. The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and appliaeblity, by engineers or other licensed professionals. ATC dam not Intend that the use of this Information replace the sound 1 ludgmwd of such competent professlonala, having exparlenca and knowledge In the Hold of practice, nor to substitute for the standard of care required of such profamicnals in Interpreting and applying the results of the report provided by this website. Users of the infonnaton from this webste assume all liability arising from such use. Use of the output of (his webste does not Imply approval by the governing building code bodies responsible for building code approval and Interpretation for the building site described by latkude/longitude location in the report. 1 i i 1 1 1 i 1 REVIEWED FOR CODE COMP _IANCU CITY COPY W https9Rhamrds.etcouncil.orggWnd7address-1601%20S%2076th%20St%2C%20La%20Porte%2C%20TX%2077571%2C%20US 1-29N kiliS7.. a211� J ' �y 1 MUMS ATC Hazards by Lowllm A This k a beta release pf 8m nnv ATC Hazame by Lnmam we lte. ftom mnlacl M wah (amps R. ATC Hazards by Location 4.. Search Irl9armaHon Addmee: lea18im%Vp .0 ns21.BSA Cnordlnataa 29.e12e991-95.p39526e 9maakmp: M1&11daTte:0a:a/.091Z Huard Type: Sdemlc aofera:les enuuneM: ABCE]-10 Rb4Cad 8 II Sae Cle : D Report Tie.: NAtpedlBd Mao Res.He MCER He k.rlW Rwppine Spey Deelan Horizontal Response SpecWm —0 2 4 Text Ra8Blts e e 10 V -" HEVIEWED FOR ° e CODE COMPLIANCE Beek Fewmeten wme vela. Depapnen .se &on M A team moem ipabo-o.b) 8r =% NCEa >num mmbn (pabd t.al — :sm Mile rry sM1 sxommiAatl spedM xdamum value e..� Spy 0.%1 NumeAceWmkaeHan WNn al e]a 6A ;J 0 �� . '8ot 0.0e2 Nmnmla ve'emx: asapn wlue M iAa Sl . AddMaeel 1ldorme2bn Name Value Deemlptbn hlt SYAWe"SAmomE.orgNNselSmlNaWre 1801%20%201°N%2Mt%2C%20La%20P%2C%20TX%2077571%20%20U3AMa1=2a.M2B3... 4Q a s, 11/13/2018 ATC Hazards by Location � SOC U �1.6 seismic de'lga catpay Fs She smppHl®Eon factor at 02e Fv 2.4 SIM empikadan factor at 1.03 'PGA 0.034 k4CEfl peak ground soceeratlon Fpp1 1.6 she ampmosdan factor at PGA PGAer 0.06E Slb modlbod pock Wound aoodemdon TL /2 Larrgpadud aansidon period (a) t SWT 0.072 Probebhgade ft-tergated ground matlon (0.2s) SWH 0.08 Factored Wfrrnhemrd spectral acceleration (2%probsblEty of ax eedance In 60 ym m) 3e0 1.5 Factored dalamdnlotic accalmatlan value (021) SiRT 0.039 Fambehllsdo rbk4argated Wound motion (1.02) S1UH 0.04E Factored unformlumrd spacaal occWmdon(2% probebilty of azmadarve In 60 yaors) ' 310 0.6 Factored detarmiNsdc sccalemdon value (1,03) PGAd 0.6 Factored deteankfaEa acceloretlon value (PGA) Me results wed hem 00 NOTtaCed arty able or localamardrnanle to lye vabns r anydWneallon Arm merb durbV the burls tp coda edop0cn prorma. lkem should cardhn anyoutput dNaned ham Ufr tad wbh be local AudwNy Hoft Juddbdon babro proceeding with deafgrr. OLaclalm r, Hared bade are provided by the United Stabs Geological Survey Sel to Des an Weh AeMnes. WhN the Information presented on this wobalb I, bdWad to be correct ATC and as sponsors and cadddMa assume, no respau0r0ry or WWtlly for le accuracy. The motedol pmented In the report should rwt be used or retied upon far any specific application WNW competent examination and verification of Its accuracy, sukabbly nrd opplicabilly by engkmm mother ticenssd profit"onsts. ATC dam not In" that the use of We Information replace the sound )udgmanl of such competent professionals, hsvkq experience and knowledge In the 0ekl of prectica, nor to atbalibee it tho standard of cars requkod of such profoabnata In ntwpmft and applyhq an mule of Ohs report p vMad by Otis webslik loan of be nfor1taEnn bum this wabste abNms, an Ilah0lty amng from such use. Use of ids output daft wobsb does not Imply approved by are aovam rs; building coda bodies maprtabe far butldkhp code approval and nterpretodon for it* MdNMg alle desagred by lalitudebangauda location In the export. REVIEWED FOR CODE COMPLIANCE CITY ropy https,/Rmzafds.at=Wl.org/H/scismn7ad&ess--1601%203%20161h%20St%2C%20Le%2OPmte%2C%20TX%2077671 %2C%20USAdlat=29.64263... 22 R Seismic Design Forces as per ASCE 7-10 PROJECT NUMBER Handi Hut 218-442 Page DESIGNERyk DATE Dead load of Shelter �3. psf Seismic Force, Fp Fp= Selsmic Design Force Fp= 0.4xApxSdsxWp x [1+2xWH)j Rp/lp 'Fp shall not be less than = 0.33x$dsxlpxWp Sds �x �K,, as per page " t Ap 'Qq Hp tIN � �AUsasl Ipl Z ft HvN V-'Qn Wp= 3 psi Fp= 0.081 •Wp Fp= 0 psi Fp < Wind pressure as per page 1,000 & 1,001 Wind load Governs Design REVIEWED FOR CODE COMPLIANCE CITY copy Precision Structural Engineering, Inc. .RSA 1-S--•.:tt` ` SHELTER DESIGN ANALYSIS Pages 1,000 - 1,499 REVIEWED FOR CODE COMPLIANCE 250-A Main Street t-maw mto astructure t.cot Klamath Falls, OR. 97601 Web: www.structurel.com CITY COPY kj" 1 j Gjv-.'vv 1 . (541) 850-6231 ..: ii �' r' JAN 0 9 201J j 1 Page 1 of 3 MecaWind v2302 ' Software Developer: Mace Enterprises Inc., www.meca.biz, Copyright 0 2018 Calculations Prepared by: Date: Nov 13, 2010 ' FileLocation : to Basic Wind Parameters Wind Load Standard = ASCE 7-10 Exposure Category - D ' Wind Design Speed - 143.0 mph Risk Category - II Structure Type - Building Building Type - Partially Enclosed General Wind Settings Incl LF - Include ABC Load Factor of 0.6 in Pressures - False ' DynType = Dynamic Type of Structure - Rigid NF = Natural Frequency of Structure (Mode 1) - 1.000 Hz Zg - Altitude (Ground Elevation) above Sea Level - 0.000 ft SDB - Simple Diaphragm Building - False zi - Level of highest opening in building or zero to use h - 0.0 ft ' Rears - Show the Base Reactions in the output - False MWFRSType - MWFRS Method Selected - Ch 27 Pt 1 Topographic Factor par Fig 26.9-1 ' Topo - Topographic Feature - None Kzt - Topographic Factor - 1.000 Building Inputs RoofType: Building Roof Type - Flat RPHt Roof Height - 7.500 ft ' W : Building Width - 5.000 ft L Building Length - 7.500 ft Par : Is there a Parapet - False Exposure Constants per Table 26.9-1: Alpha: Const from Table 26.9-1- 11.500 Zg: Const from Table 26.9-1= 700.000 ft t At: Const from Table 26.9-1= 0.087 Bt: Const from Table 26.9-1- 1.070 Am: Const from Table 26.9-1- 0.111 Bm: Const from Table 26.9-1= 0.800 Cc Const from Table 26.9-1- 0.150 Eps: Const from Table 26.9-1- 0.125 Main Wind Force Resisting System (MNFRB) Calculations per Ch 27 Part 1: ' Zh = Mean Roof Height for Kh: h + Base Dist = 7.500 ft Zh - Since Zh<15 ft [4.512 ml --> 2.01 * (15/zg)^(2/Alpha) = 1.030 Eat - Topographic Factor is I since no Topographic feature specified - 1.000 Kd = Wind Directionality Factor per Table 26.6-1 - 0.85 ' GCpi = Ref Table 26.11-1 for Partially Enclosed Building = +/-0.55 RA = Roof Area 37.50 sq ft LF - Load Factor based upon STRENGTH Design = 1.00 qh - (0.00256 * Kh * Nat * Ed * V^2) * LF 45.84 psf in - For Negative Internal Pressure of Partially* gin 4 sf ' - For Positive Internal Pressure no zi entereP � �� YY 1 M- LLLLLL Ii �L�f �MM1� F AA Gust Factor Calculation: Gust Factor Category I Rigid Structures - Simplifie E C O M P L p G1 = For Rigid Structures (Nat. Freq.>1 Hz) 'Y' p C F ' Gust Factor Category II Rigid Structures - Complete Analysis Zm = 0.6 * Ht - 7.000 ft Izm - Cc * (33 ! Zm) ^ 0.167 - 0.194 Lzm - L * (zm / 33) ^ Epsilon - 535.472 a = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 = 0.972 ' G2 - 0925*1(1+1.7 *lzm*3.9*RI!(1+1.7*3.4 *lzm)) = 0.911 Gust Factor Used in Analysis G - Lessor Of G1 Or G2 = 0.050 F mwBRs Wind Normal to Ridge (Ref Fig 27.4-1) h - Moan Roof Height Of Building 7.500 ft Rift - Ridge Height Of Roof '� '?q!t i•500 ft B - Horizontal Dimension Of Building Normal To Wind Dir �'"'-;,;J7.500 ft L - Horizontal Dimension Of building Parallel To Wind Direction =5.000 ft t 'L/B - Ratio Of L/B used For Cp determination = 0,667 h/L = Ratio Of h/L used For Cp determination = 1.500 Slope - Slope of Roof ^ 0.0 Deg file:///C:/Users/vikve/AppData/Roaming/MccaW ind/SelectedAnalysis.htrnl 11 /I 312018 Page 2 of 3 Roof - --Roof Coeff (0 to h/2) (0.000 ft to 3.750 ft) - -0.18, -1.3 Roof - Roof Coeff (h/2 to h) (3.150 ft to 7.500 ft) - -0.18, -0.1 ' **Includes Reduction Factor 1.0 For roof area, applied To Cp--1.3 For h/7J=1 i (0 To h/2) Cp NW - Windward Wall Coefficient (All LIE Values) - 0.8D Cp LW = Leward Wall Coefficient Using LIE -0.50 Cp SW - Side Wall Coefficient (All LIE values) - -0.70 ' GCpn_WW - Parapet Combined Net Pressure Coefficient (Windward Parapet) - 1.50 GCpn_LW - Parapet Combined Net Pressure Coefficient (Leeward Parapets -1.00 Wall Wind Pressures based On Positive Internal Pxesaur (+GCPi) - Normal to Ridge ' All wind pressures include a load fae Elev Kz Kzt qz GCPi Windward Leeward Side Total Press Press Press Press ft- psf- paf psf pat pst psf- ' ----- ----- 7.50 1.030 1.000 45.04 0.55 5.96 -44_70 ' -52.49 50.66 Wall Wied Pressures based on Negative Internal PxeSsex ( GCPi) Normal to Ridge ' All wind pressures include a load factt r. Elev Kz Kzt qz GCPi Windward Leeward Side Total Press Press Press Press ft_ Pat paf- psf Pat Pat paf- ' - ----- ---__ - 7.50 1.030 1.000 45.84 -0.55 =639 ^ 5.73 -2.06 50.66 ! Notes Wall Pressures: Xz = Velocity Press Exp Coeff Xzt - Topographical Factor ' qz - 0.00256*Kz*Kzt*Kd'V^2 GCPi - Internal Press Coefficient Side - qh * G * Cp SW - qip - +GCPi Windward = qz * G * Cp_WW * - Windward Press - qip ' +GCPi - Leewezd PYeae ) 1 Leeward - qh * G * CP_LW - qip +GCPi Total + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface ' Roof Wind Pressures for positive & Negativs Internal Pressure +/ GCPi) - Normal to Ridge All wind pressures include a lead facto f 1.0 ' Roof Var Start End Cp_min Cp_max GCPi Pressure Pressure Pressure Pressure Dist Dist pnmin' Pp min* Pn-max Pp_max ft ft pat paf psf -__ ________ psf _ _ ___ _ _ _ _ _ _ __ _ _ Roof (All) 0.000 3.750 -0.180 -1.300 0.550 18.20 -32.23 -25.44 -75.87 Roof (A11) 3.750 7.500 -0.100 -0.700 0.550 18.20 -32.23 11 -222(. ., ^0'6-52.49 Notes Roof Pressures: start Dist - Start Dist from Windward Edge End Dist - End Dist fro fn Windward Edge Cp Naa = Largest Coefficient Magnitude Cp Min = Smallest Coefficient Magnitude ' pp -pax = qh*G*Cp max - qip* (+GCPi) Pn am�.tj qh*G+pq_#AaY - tC ' qSn*j GCpi) i) Pp min* - qh*G*Cp �n - qip*(+GCPi) Pn m qh*G*Cp aeiA ON - Overhang X = Dir along Ridge Y - Dlr Porpendcular to Ridge 2 - Vertical * The smaller uplift pressures due to Cp Miy"gap become critical when wind is combined with roof live load or snow load; load clrmbtnationn are given in ASCE ] + Pressures Acting TOWARD Surface - Pressures Acting AWAY £IDm surface bOFM Wind Parallel to Ridge (Ref Fig 27.4-1) h - Mean Roof Height Of Building = 7.500 ft RHt - Ridge Height Of Roof - 7.500 ft B - Horizontal Dimension Of Building Normal To Wind Direction - 5.000 ft L - Horizontal Dimension Of building Parallel To Wind Direction - 7.500 it WE = Ratio Of LIE used Fox Cp determination ..� - 1.500 ' hit - Ratio Of hit used For Cp determination - 1.000 , slope - Slope of Roof. - 0.0 Deg Roof - **Roof Coeff (0 to h/2) (0.000 ft to 3.750 ft) - -0.18, -1.3 Roof - Roof Coeff (h/2 to 2h) (3.150 ft to 15,000 ftl `! - -0.18, -0.7 ' **Includes Reduction factor 1.0 For roof area, applied To / 1 i 10 To h/2) Cp_WW - Windward Wall Coefficient IAll L/B Values) - 0.80 Cp_LW - Leward Wall Coefficient Using L/B = -0.40 file:///C:/Users/vikve/AppDaWRoamingUecaWind/SelectedAnalysis.html 11/13/20t8 I'- t jo 0 9 201� D i Page 3 of 3 Cp SW - Side Wail Coefficient (All LIS valuea) _ -0.70 ' GCpnWW - Parapet Combined Net Pressure Coefficient (windward Parapet) 1.50 GCpn__LW - Parapet Combined Net Pressure Coefficient (Leeward Parapet) -1.00 Wall Wind Pressuroe based On Positive Internal Pressure ( GCPi) ➢azallel to Ridge All wind pressures include a load fact ' Elev Kz Kzt qz GCPi Windward Leeward Side Total Press Press Press Press ft paf paf paf paf psf psf ' 7 50 1.030 . 1.000 45.04 0.55 5.96 40.80 52.49 46.76 _-_ Wall Wind Proaeuxae based on Negative Press (,. ➢i) - Parallel to Ridge All wind presauran include Is load fa or of Elev Kz Kzt qz GCPi Windward Leeward Side Total Press Press Press Press ft psf psf paf paf psf psf 7.50 1.030 1.000 45.84 -0.55 56. 39 9 63 -2.06 46.76 Notes Wall Pressures: .✓' Kz - Velocity Press Exp Coeff Kzt a Topographical Factor qz a 0.00256>Kz*Kit*Kd*v^2 GCPi a Internal Press Coefficient Side - qh * G > Cp_6W - qip * +GCPi Windward - qz * G * Cp WW - qip * +GCPi Leeward - qh * G * Cp LW - qip * +GCPi Total - Windward Press - Leeward Press + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface Roof Wind Pressures for Positive a Negative Internal preaaura -(+/- GCPi) paxallel to All wind presauroo include a load facto f 1.0 Roof Var. Start End Cp_min Cp max GCPi Dist Diet ft ft __________ _____ ______ ______ ______ ----- Roof (All) 0.000 3.750 -0.100 -1.300 0.550 Roof (All) 3.750 15.000 -0.180 -0.700 0.550 Pressure Pressure Pressure Pressure Pn min* Pp_min* Pn max Pp_max psf pef psf 18.20-32.23` -25.44 -75.87 18.20 -32.23 -2.06 -52.49 Notes Roof Pressures: Start Dist Start Dist from Windward Edge End Dist End Diet from )lndward Edge I) Cp_Max - Largest Coefficient Magnitude Cp_Min - Smallest Coefficient Magnitude Pp max qh>G•Cp max - qip*(+GCPi) Pn_msx qh*G"Cp_max - qin*(-GCpi) pp min" - qh*G*Cp_min - qip*(+GCPi) Pn min* = qh*G*Cp min - qin*(-GCPi) ON - Overhang X e Dir along Ridge Y - Dir Perpendculax to Ridge a - Vertical > The smaller uplift pressures due to Cp_Min can become critical when wind is combined with roof live load or snow load; load combinations are given in ASCE 7 + Pressures Acting TOWARD Surface - Pressures Acting AWAY from Surface REVIEWED FOR CODE COMPLIANCE r. CITY Copy file:///C:/Users/vikve/AppData/Roaming/MecaWind/SelectedAnalysis.html 11/13/2018 Page: 1003 Job: Handi Hut 218-442 Designer: A Shelter Design Date: 11/12/2018 Dead Load (DL) = 'g!; 3 psf Roof Live Load RILL =! 0. jpsf Wind Load (WL) = As per page 1,000 & 1,001 & 100'L REVIEWED FOR CODE COMPLIANCE CITY COPY I t` JAN 0 2 2017 J/�T1Iw"�Y� S�(02 ��2y�,Ly�.°• 41 7 r 6 cNy � Sy_ °12y 0 25 S 6 N 15 � y�0 31 In S F- R N y x 2 X y+° 38 2 01 r S + X 2y�tiyi r2Sk 27 ffi X N y�° 23 USX N ul r 18 X S N S� ON nj y`i.°1 28 V N Q 2s K PSEI SK-I VIK Shelter Design Nov 15, 2018 at 1:17 PM Full Shelter.R3D Handi but 218-442 m M m m IM m m m m m M m M= M i, m m IM Loads: BLC 1, Dead Load PSEI VIK Handi but 218-442 Shelter Design SK-2 Nov 15, 2018 at 1:17 PM Full Shetter.R3D r� .. :.i 00 1. I it 4) .f �_ _Loads: BLC 2, Roof Live Load PSEI VIK Handi but 218-442 Shelter Design SK-3 Nov 15, 2018 at 1:18 PM Full Shelter.RM Y A 2 X IC3 BLC 3, WL+X Z& K-. Shelter Design and! but 218-442 SK-4 Nov 15, 2018 at 1:18 PM Full Shefter.1131) m m m m m m m m m m m m m = m m m = m � O Loads: BLC 5, WL+Z PSEI VIK Handi but 218-442 Shelter Design SK-6 Nov 15, 2018 at 1:18 PM Full Shelter.RM .01 ksf iJ i i '! Loads: BLC 6, WL-Z VIK Shelter Design Handi but 218-442 SK-7 Nov 15, 2018 at 1:18 PM Full Shelter.RM e Z X amber Code Checks Displayed (E Envelope Only Solution PSEI VIK Hand! but 218442 Shelter Design SK-8 Nov 15,2018 at 1:19 PM Full Shele,M0 ( Env ) No CO > 1.0 90-1.0 .75,90 .50-.75 0.-.50 1 1 1 1 1 1 1 1 1 1 l0 CamPany PSB NOV16,2018 '''RIS Deagner Pat Ha Checked Br — Model Name Shelter Design Aluminum Properties �.n ro.rv.n n 1 1 3003-H14 10100 3787.6 .33 1. .173 Table B.. 1 19 16 13 12, 2 6061-T6 �0100 37875 33' 13 `173 Table e. -:1 38—" 35 '35 24 141` 3 6063-T5 10100 3787.5 .33 1.3 .173 Table B.,. 1 22 16 16 13. _ 19 141 141 ` 4. " 6063 T6 1D < 3787, ^:33` 3 .173 Table B:.. Table B__ 1 30 25 26 25 ' 5 5052-H34 i 200 3787.5 33 1.3 .173 1 34 24 15 ` 20 141 rz 6061-T6 W 10100 1':' 3787.5 33> 1 .173 Table B .: ' 1 24 15 - 141 { Aluminum Section Sets 1 Frame RT2.5X2.5X_. Elea Rectangular_ 6063-T5 T ical t19 1.12 1.12 1.67 L2 3 4 ColO nlrnon colu. Rafter RT2.5X25X . RT7.5X25X. umn - Re lar 6063 T5 Typica 1 9 - 12 337 7 1,12 767 1:67 Column Rectangular 6063 T5 T ¢al 938 711 _ RTi M5X . B am _ Redan ular 6063 T5 TyPicai 938 ' - ;711 - 5 6 cross Beams RT7 5X2.5X Beam Rectangular 6063 T5 Typical 938 3 337 767 .711 ussels 2 x 1/4" VBrace e [6063-T5 Ty is 1 ,016 36 C062 Joint Coordinates and Temperatures Lbel x IrL _Y R11 Z jtti _ Temoa acn rrom ui 2_ N2 I 742 0 0 -- ]OOOOP-1- 0. 3� N4 p _ 0 5,0416 4 N6 T42 -0 S O416 _ 7 5,0416 _ 0 4 94666 0833333 0 0 7 N29 N31_ N34 N38 N41 4.94666 7 0 0 2.47333 _,__ 7 0 0 247333 0,833333 0 _0 _j_0,633333 0`- 0 0.833333 16 _ 0 7 0 833333 2.5 8 0" 7.42 7 5 0416 742 0813333 0,833333 25208 0 -- -- _L_ 7 7 2.5208 2.5208 0 0 7 5,0416 504_16 0 0 7 50416 '' 0 _ 0 _ _ 6 50416 0 7 50:' 4� 5.0416 0 0 1 6 I_28 N28A --A— :__6 42 7 599160 Joint Boundary Conditions — Pagel JAN 0 9 2013 1 Ccmpwy PSEI .Nov 16. 2018 IIIRISA dNamer Sheltehut ut are442 Choked W— ' Joint Boundary Condi Ions (Continued) ' 3 N4 Reacton13eacUm I Reaction 5100 >. ua ovyw.n RnxtVnn RwarNnn - ReacNob- Reectiod S100-' ' Aluminum Desian Parameters -- Yuv Yes M FliMlnn 1 1 1 C I �m8 • _ Lb 9 Lamrel Column .8 3 3 - M4 M Golulnn_ .833 Lb _ Lateral Ahmal 4 ColumO 33 b - :.:_ - 5 _ M8 Column _ 6.167 Lb _ Letm°l 6 - M9: Column. 167 - I-°I°m 7 - _ Column_ 167 L6 _ Lateral 8 11 Fram 74 1 _ _ __-- Lateral Lateral 9 M15 Frame 2.521 1 _- 0 Fra_m_ a 2.52L . - 1 Lateral: 11 M21 I 2 473 _ - Lb - _ Lateral Lb` — Lateral 1 1 2 Frame_ - LA - .473 1 - _" 1 1..-. - _ :-: _ Lateral lateral 15 29 ''Malian Cdu. 6.167 Lb Lateral ',. 16 31 2.5 Lb - 17 i 18-- 19 2.521 Lb Lateral _ M.1 M42 -. Frame F ame Fame Frame 7 2.521 _._ - _ "- Lbvv.Lateral L L ;-. Lateral Lateral -un 21 22 5 M55 2.5 1 2.621 _ 1 - -- 1 1- Lamrel 2 8A MullonColu- A Mulba (.OIu 6.167 Lateral 2 fi 1Lateral. 25 2 M30A q'... ross Beams roes Beam 5.042 5.042 2.473 2.473 Lb Lb _ __ _ _ Lateral Laerm 27 28 M27 28 Fram a e _. . _ Lb _ Lateral Lateral 9 30 g Winn Com.. 616 _ b Lateral Lateral 1 1- coral c^_ 1 Member Area Loads B 1: Dead Loa 'ten JoFte lo:nc n10 o won Maannrmelkafl 1 N N3 a 003 ' Member Area Loads (BLC 2 • Roof Uve Load) b ude s N7 20 N3 Two Wa _ -.02_ J 1 Member Area Loads (BLC 3 • WL+)n AAan n IF NNLun RISA-30 Version 17.0.1 [C\Users\Smvanthl.Putcha\Desktop\218-442\Full Sheiter.R3DJ Page 2 I I I fly Company PSEI Nw15.291B IIIRI +A Designer VIK : e J/-� Job Number Nantli hu121&442 C�� BY— �„�. "m Name Sheher Design Member Area toads (BLC 4 • WL-X) P M �- Member Area Loads (BLC 5 • WL+Z) p �M l MMU^�Mril.'II m I ' Member Area Loads (BLC 6 • WL-Z) Jan1A Joint Joint C JoidD Din i Diatdbobon M0g itudejk a 1 1 1 1 1 �� ,�lo®®-1ai•' z Ir Bask Load ----------- �!! �1 r7111 � 1i11 l f��iriT.7�'•P� � � !l�6PaatediS�ila,e.�pii��! Load Combinations �If33C�:1F�1©-174i1 .�arurlaa•1wa �aa� .n�.eeva,.,.,-.,n -!-!-l-�i1i1■J•-!-!-! ...,. _-.-__...w. _ �09�7C1-m®�i®P®®POI®P®�aa7 aT':4�!®PiP�®® D�EaO-Ca1�03'®�-l-l-lPL"�Plii � 1-l-l-! D�SC767P��ieC'®�FiPs®-®f-.mJ6�i-®-it®®-®® l-MM l-l-l-l-l-l-! P��mi7®m�u^�f113iasM®Pipe®® l-l-l-l-l-l-l-! Pi[r10��7®m®®[Fi-l- -m�3'e�i-l-l-l-�� -!-!-! Pm PammanMM PP�® PPLL>1�67®I�7AK7®i[3-(P!®!- -! ®�P•--l�=-l-l-l-l-l-l-l-l-! MM I CanPany PSEI Nov 15, 2018 IIIRISA Modal Nab a n�g&442 Checked SY_ Load Combinations (Continued) , We Sal. PO.SR_.BLCF BBCFecL..BLC c CFed...B Fah g�C FatL..B 8 a^ . 20 _WL-Z Y IW-I 1 II Load Combination Design cri 6 1 IBC 16-8 S(F. C Cold For. Y Y Cgncreta le es Yes Ye s @@_ Yes __Yes 16-1ob _.. Yes _ __. - Yes Yes. - es Yes Yes 3 IBC 16-12 a Yes yea Yes Yes Yes Yes Yes Yes q 1 IBC 16-ta - s'. Yes - 5 s Yes Yes Yes es Yes IBCa6az a - I Yes Yes7 IB_C 16-13 (b s Yes Yes Ye Yes Yes Yes - s _ Yes g IBC 7&1z a'.s Yes Ves Yes Yes Ves Yes es 10 Bc1&ta Y s es _ 11-IBC 16-15 s Yes Yes Ye V VesYes12. 13 ledie-12 aes IBC 16-13 b fYe es Y Y Yes Y s Ves Yes s Yes Yes _ __ IBC 6 5es ` s s15 es Ye Yes Yes Yes s Y Y s 1 LL Yes y-17 WL+X es Y es Yes Yes Ye Yes - es Y s s19 WL+ZesYes,,, es Y Ye Yes Y s Yes '- es = -Yes s Yes `-- i.'® 11 •.' 1 IF��l�[ITI�L'�' 'R1r�Fi fb1EFY 1 �7 0®WIII.1� GML'H��i1110� ® 11: milll�® • ��aaaal'FY®61 11 � 1. 1111•�� ti��.. 1• anal Envelope Member Section Forces RISA-3D Version 17.0.1(u:wserslbravanml.rmcnatueslaop� i o-4vnrua onciwi.Roya n JAN 0 9 2013 4; '',R'SA obumb Ner Hael hu121& 42 Checked2018 By Model Name Sheller Ceage Envelope Member Section Forces (Continued) 13 M4 1 Max .251 2 .347 .419 11_ .094 93 12 8 8 1 - 636 _11 - 0 7 -.091 2 009 14 - 3 1 - 65 - 15 2 max .251_ 347 8 19 11 094 6 056 14 414 8 - - 11 17 3 max .25 .341 8 419 11 094 6 028 5 273 5 min -6 7 ' 1. - -:037 -. - - - 10 - 35- -2 . L9 M7 1 .246 .236 3 .421 1 .081 5 .093 12 4 3 `20 in _ -- --.084 1 -.09- 1 - -.395- -106 it: __- 2" 2 max .247 .236 3 4 081 5 6 14 3 22 in -6 41 >-.0 ,w 2 - 2 9 .221 -- -1. 23 r24 ax .247 236 3 421 11 .081 5 .02 14 16 6 m n :- 631 =:0 _ -:09 _ p2 .. 9 _ _ _ g :.1 25_'. _ M8_ 1 , 1nax, .111 .172 8 .16 9 . .009 1 096 _3 14 8 _- 2G__ - - 2_ -.042 -.011- 3_ _9 - 5- -2 2 2 max 107 2 .092 .097 9 .009 ii 9 9 .011 2 _ _ - n - 232 5 -02 -.026 : - 0 1 3 - -1 -1 3 max 2 .082 5 .036 _9 009 11 .22 9 . 77 2 _29 '�3 31 M9 1 max -.2 176 7 -0 .027 6 034 5 9 -01:`3 002 1 069 -14 14 29 11 i n -.089 - 066 6 •. 12 ` -.012 -8 - 8 -- :9 - B �2 33_ 2 7 0 .096 9 .002 _14 017 14 .014 11 134 -:08T 5i--056 -0 -.0 - 9 9 1 3 35 _ 3 max .185 7 .023 11 .159 9 002 14 .376 9 .219 3 38.. _ • -. 2 :J14 -.098 ,t 58 - 11:. MI6 1 max .208_ 2 .114 8 .123 1 003 4 13 .282 5 mi t-45 1 -: 3 =:0 5 1 - 14" - -37 -.047 max .204 2 i A36 5 .123 11 .003 14 .008 5 8 2 �37 i 5 --0 -.025 3 _91 6 -0 -2178 3.- max .4 1 5 .195 2 125 384 1 5 in -.092: <.588 5 -:-: 5. - -.0 43 Mll 1 _- max .57 5 .4 .027 2 12 .098 5 -� m --,195 2 =056 2 _ -.015 2.. 45 46 _ - 2 max .147 6 .002 _ 2 -0_ 23 11 min: >-. 4 - _ _ 1-- _. - 45 :. 2 . 47 48_ 3 max .345 -316 .309 6 038 3 .09 11 .029 11 in _11 -.1 =097, 9 -08 •2 •121 _5 =06: 6. 49 50 _ Mi_5 1 max min m_ax 068 085 6 .077 9 .182 6 .032 8 11 .239 9 2 11 6 -.046 5 -.052 11 -046 ' 6 - 68 -6 - 4 51 2 068 :_.123 9 .137 _6 11 5 .063 11 115 11 _,..._ _ in 11. _6 _-.02 _ 4 _ - .052 _.032 -046- - 2 �033 -13 53 max .0 167 11 .093 6 t2j.178 6 014 1 14 In -`-.0-: 53 3 --.052 1 -._c 'U •003-.->1 -.09.. 55 M17 1 max .017 13 .C74 9 .153 5 __ .026 12 L233 1 9 _ n -.085 .0 1. 13 ''-04 5 -.01 : 2 s:5 - 57 2 max .1 .118 .049 6 _,019 .112 11 55 min+-.085 1 -.02 -0 _ _ 1 9 t.3.: 59 3 max .017 13 .154 11 .083 i 5 .049 6 .145 5 014 14 60 In -.085 -. 2 :-01 1 - 29 6 -4$__-_6 . -' '9 1 M21 1_., max .168 7 .105 2 .218 9 .124 9 082 8 56 2 2 in -. 4' 5 -.26 6 -061 4 - 39^ =.4 3 -563 max 16 03 .187 9 124 8 �.269: O56 .QI -- 8 7 - ::.5.:65 2fi in-:3 6 - -i053' -- 39.: t _ max 2 .155 9 .124 9 9 566 _i -67 5 - 046 - 14 -.039 4 .054' -14 1 _ 2'- 67 M_22 1 max .202 t7.101 03 9 .032 1 I 11 1 5 2 168 _ min -.28 146 -.013 3 -.01' 3 -.052 14 - 69220202_- 11 .001 14._..008 it 05 + HISA-31J Version "I/.0._i 1 ..a.. ., {r" 013 '''RISA Job Ni Iher Hanndi nut 218-042 Checked By I - Model Name Stvrllsr Design O Envelope Member Section Forces (Continued) 71 mm .24 5 -116 3 013T $ -001 -13 -055 14 -.071 - 2 71 M_25 3 .202 6 5 0 11 3 2 .009 14 008 9 .269 72 I 73 i 284 117 088 -.031 9 -001- 1 1 max .1876 .119 11 047 n 6 ,076 2 74 - - - 2 3 min max 079 11 =.188 A58 5 2 - _5 -.078 6 032 -.11 - 5 '. 75- 187 -079 6 088 -11 _6.. .047 -032 5 .063 6 .006 11 76 min -11 -.174 -.078 3 14 -.094- 3--: 77 max r,187 -.079 145 -,119 .145 6 11 .027 _2_ 5 _2 .057 11 _04.7_ 5 .0 11 .101 11 8 - _ _ 1T min max „ -:147 -.078 6 9 -.032 029 2 -.033 -6 -.067 - 2 79 M26 6 _ 024 5 06 11 078 11 80 81 2 mi-n max _ 5 -154 ,.032 --008 -14 07 10 -013 =12 - 15 7.. .002 _.5 0 10 029 -.00 .088 11 .119 5 82 _-, _ min __6 -.119 5 _.11 =.144 3 0 _5 9 ' 12 _-_2 3 3 max .145 6 -.001 11 .007 12 .029 5 9 11 .284 5 8 - m I - _ `-1 2 3 '-.031 1 -. 07' 10 -015 '12 -.043 - 2 85 M29 1 max 094 2 .024 _13 058 --5 .007 02 2 .053 2 87'_ _ 2- _ min' max min -.158- 5 -_2 5 -128_ _01 1 -;014 11 009 _ -006 `-5 - 9 --:11 098 -.156 2 5 ---- 658- _2 5 - 2 .007 9 003 8 .135 9 88 .009 :-.006- '5 0 2 - 05 ` -14- 89 _ 3 max . 1 2 .123_ 9 .058 5 .007 82 5 1 90 _ min -,-1 5 - 039 14 -.009 `-.006- 5 --.028 - : -116 9 91 M31 1 max .05 2 .121 204 8 .154 8 .108 9 .268 9 92 �_ 'min `-2 -_ 8 M -025 -' 2' - -8 =088-. 14 93 9�.,.-�... 95 _- ._ _ 2 3 max 055 .119 9 16 8 154 8 077 9 .117 11 l 23 _12 - '._ -.025' '.9 017 .154 +`2 - 3 -:.14 028 -12-: max .055 12 .177 9 .115 8 1 8 .06 5 96 I min- -=2 11 =.0 14 -MS 9 -. 7 - -- 2 - 97 _ M32 1 aX .068 12 .187 - 11 009 14 4 11 .215 8 .144 11 98 99 _. - 2 In 3 6 -12 -. 5 2 max .0 12 186 11 009 14 23 14 100 In -=. 1 .045' 3 -128 - 1 :8 - 9 :- 101 __ 3 max 12 .185 1 009 U74 13_ 102 min -291 11 -.047 13 72 6 - B 25 11 103 - M41 1 max .2 2 .098 4_ _.122_. 11 .015 11 .0 15 6 104 _T�min '-:447 1 '-.0 - -.024 3 -.013 3 -.368' 11 -_06 -11 105 2 1 D6 max .201 2 .088 7 122 11 O15 11 5 .106 11 rtim - 4 -.0 11 024 y.. 13 -.013 ,..3 - 04' 097 4 107 3 max .1 14 .3 11 124 1 .01 11 38 11 098 7 10 min `- 125 -35 " 7 -:024:- 13 -014: 3 - 5 -13 109 42 _ 1 .054 1 2 9 A52 3 --8 .103 036 14 .269 9 110 -.049 14 -1311 -.D22 - `---3 -.09- 74 111 _ 1 .12 9 .116 3 .10 3 7 5 11 712 -:05- -01 14 -. 777:9 - 28--12' 11 3 Wmn21 13 .118 __9 .083 3 .10 3 5 1 11 -.051 ' 14 - 01 ;. 1 -022 ; r:1 -. 5 -11 -.0 %10 M43 1 12 .186 031 9 .013 2 .169 3 143 11 11 -.043 -- 9 5 -055 5 - -I11 - 52-- -2 117 2 max 12 .185 11 .031 9 -.5. .013 2 .06 3 3 14 118 min --.294' 1 - 1 -.055' 5 -.005-_,..8 _-D92- 9 1 3 max .067 12 .184 11 .031 9 .013 2 .034 9 073 13 1 0 min 294 11 •i0 6 '13 9 139 5 .055. `5 -0 `:5 - 411 121 122 M521 max 7 4 9 .066 5 14 038 5 - - 6 103 - @ * 11 min .015 - 5 -.059 14 -.045 5 _ -.038 -7 :1 123 _- _ max .015 7 .155 1 9 .066 11 5 _ _061 5 .035 14 124 min -.06 -.04 5 -:038 0 7 5 -.012 12 -.052 9 125 _ 3_ maxi .015 _5_ 7 .225 11 �145 6 111 .069 12 1126 _ _ mm . -.066 5 =.025 13.115 - 5 -.038`- 7 -291z -11 RISA-3D Version 17.0.1 IG\Userslsravanml.vutcnawesxcoplx m-rvnrmi onener.maui reye v 1 1 1 1 1 i 1 1 1 i 1 1 i 1 1 1 1 1 1 Company :.PSEI Nov 15, 2018 Designer VIK 1:19 PM iIRISA JoON.rne Nandi hut 218442 to lk Checked By Model Name Sheller Design Envelope Member Section Forces (Continued) vsA— Ir -wm 1r. ayG•.f 1•• 1 • • �®�l��Cl•Jp•�p�0��ym ® ��� 1®®• il�laf•® 11 rrmr�e�.'�T��a r� �� al • ��� III �ato[Sl� �11111t• �: �r��rr�� �: la���� 1 • - 1• OEM" •; MoM m ma� 1� ©■r�o�© �aRClaf•m�l'�©p� 1 mm�:�r� � � • .. 1 ®�3317fi1E1S®6fi� 1 1 �lti ����E� �Rli•1®' •: 11 1 r�®ream ,1 ®�PbC>•® mPGllll•�RIFI• eXISi® 1 1•. LL•l._ M�vMM ®l•1��. 11 an 11 =M� •ll�® �mm 11Q®. �m�L111lI�dr9Gi/.r',121 0 �ai�a�t Ec osr�nr, ll. 1 e�me aur�l� aH74 1 �L 1�lQiE.! � • �r�rrr�a�®� ur :�urye mew 1 � ® r�see �©ma�ama c�ie wzuu mMXMoe� �j RTM coo®�■rm � �m 93 i[37�e®®�DE��I�f����712'a 10fiPo 11 11 EMU� e"I• �m 11 �i.La® 1 1 1 WW 11 1 m 1 m 11�_i 11 mom •1 m MMM m 11 m 1 m 1 m NISA-JU Version i I.U.I o-•rYw.n 1 oe= I ' 111_RISA Company .: Ceslgner Number PSEI MIN ^'lI C{ Nov 15,2015 Checks Cheticad By:_ MoOel Name M0 Sailor Dasq-442 Shelter Design I V \ 11 ' Envelope Member Section Forces (Continued) ' . or 184 _ _ ta5 min 3 max 1C h rh r(hh _LC zShea _c -.N8 1 -0 1 De B2A 1 7 -.001 C 14 0 or ue k._ C - 1 -001 13 0 14 .007 17 0 LC - M 14 0 14 ' Envelope Member Section Stresses e-111 a I C I r v shnnrt I r v,Tnolkell I C o-naeksa LC z-Teelkal LC z-Bollkml LC m.m°�rma■��m�!��o�o�m�sam u z mif1i®®®mni©�» ' i �• m�®m4.1�® 1• mm�mm nne�m�mm'�m�rro��ie�s��m m ®rpa��nmm�mm�m n m�mm�as� m,�n�m n��am�smcn m•r���imrx�����am® 6n�®®'see�mm�� _m�ru�t�r�rrrrf��'mm�m 0711 i � m. Mi m m ® i■r��m�o�o n�' �• o ®�m�amm�am�urs� `am�ma�znm ®m�mmm•© mmmm��exem © F�m o■Fsnm���� ®rn��rsmmm�mm�mm�m m -38 mssn t���®�miio® mm¢RnmCMEMMERM m®m•r®�nmmum Mmm�m ©gym © o RISA-3D Version 17.0.1 [C:\Users\Sravanthi.Putcha\Desktop\218-4421FulI Sheller. R3D] Page 8 I SAnaMi IIIRI_Dob Numbs but 218-0 12 1 O Checked By - .xv Model Name : Shelter Design ' Envelope Member Section Stresses (Continued) in -.072 11 .. .073 __ 5 .._.56 -.083 11 -3.202 9 13 -2256 6 -1. 17 11' 2 maX 6 .1 8 22 6 .44 13 1.534 11 .84 11 .187 12 'n •:0 2 11 -.034' 14 -.08 1 -: 6 3 -.18 12 _: :84-: 11 t54_- _ ax .0 266 11 6 .9 9 189 14 2.3 .:038 11 17 ` min -.072 1 -.085 - 1 _,149 - 83 1 - 14 "923 9 '-038 77 2.382 6 1 max .014 131189 .245 5 .54 13 3127 .347 2 2,033 5 1 - 7 -.065 5 _-,016' 13 -3. 27 9 -.543 13 -2.033 5 - 347 12 57 2 max .014 13 .193 9 9 5 7 13 1.5 11 .252 5 .816 9 58 _ --071 11 1 =.016 - 13 -1. 6 1 - -8 6' 9 -252` 5 59 __ .014 - --.032 .262 11 ..,.133 5 9 .18 4 1.947 5 .407 6 60 in-:071 1 -.OB - -0 8 13 '- 14 -:-'90§ 9 -: 0 8 -1.947 5 61 -M21---- 1 max 141 7 .168 2 .349 9 5 2.0 2 1.096 807 9 62 1 --.289 5 -:425' 5 09 ` 14 -2.084 2 -6.606 5 -3.607 - 9 AM IL 63 ax .141 7 .165 299 9 5 .361 2 .745 8 .258 9 4 ` 64 i -.289 5 - 426 5 -.085 14 1 - -.258 9 - 745 8 65 max .141 162 2 249 9 1.333 2 2. 5 2.573 9 .727 14 L66 - n -28 5 - 7 5--1.333 -=.727 14 2.573`. 9 67 M22 1 max .17 6 .005 9 .05 078 7 4 11 2.478 9 .699 14 66 - -_ - 38 -. 83 - 6' -021 3: -12 4 11 -1078 -:699 4 - 78` 1 6.9 2 max .17 6 .003 . 02 14 .948 1.683 5 2.739 9 .743 14 I min --.238 -.185 3 - 3 -1 5 --. 8 2 -.743 14 - 739 9. 70 72 73 74 3 max mmin,238 max min .17 6 0 11 014 14 .9 66 2 3.601 5 12.483 9 1 114 5 - 88 -3 -.06 9 -3.601 5 -906 2 -.661 14 -2.483 :9 M25 1 157_ 066 . 6 14 1 11 4 1.024 2 2.142 6 1,597 11 11 - 301 -125 6" - .024 2 -1.5 JA - .142 '-6 75 -- .157 .093 2 :141 11 1.2 3 .078 11 .B48 6 .036 '14 76 _ in -.066 11 -.27 - 1 -1.253-3 -.036 14 -.848 6 77 3_ max .157 6 .043 2 .091 1 1.316.:11. .447 6 - 78 i 11 -.23_5' _ 6 2' -.12 - 7 - 6 11 79 M26 1 max 122 6 .038 .05 1051. 11 5 11 .179 12 80 ..'. 2 In -1:- -.2 6: 5 --.01 - .001 10 .81 - 9! 1 11 -9115--tt 12 81 _ m .122 6 .003 11 82 min =:1- 23 14 -1.599. 5 2 -. 1 :- .179' 11 3 max - .122 -.002 11 .011 12 2 3 807 .93 1 .203 12 i - - 211 3 -.. _ 9 11 -& 07: 5 - 569 . 2 -.20 -.93 - 6 M29 1 max 1 2 .038 156 5 11 1,035 2_ .693 2 4,776 15 86 min -:168 5 -.204 11 023 2 -1.035 2 -2. 4 -4.776 -693 > 2 87 ax .1 _2 .016 2 ,,.156 5 002 14 65 9 .073 025 g8. 3 in-:166 -022'. - 2 -265 2 5 -.025 2 -073 ,: 8 89 max .108 2 .197 9 '156 5 2.272 14 48 5 . 42 90 min =.164 5 -.062 - 1 -.023 - 2 =.737 - .27 9 -.742 2 4.853 5 91 M31 max .046 12 .194 9 .3 8 .1 9 1.451 9 -2.571 8 92 n -A9_-11 --:07 4 -04: 9..-3.,. _: B 93 2 max 12 .191 9 256 8 37 2 1.562 11 1.029 9 311 14 94 min ;:197' 1 -079 : - 9 '- - 1 1 -.311. 14 -1.029 "9' 95 _ ma 46 12 .1 8 9. .185 8 728 10 .799 2822 8 2 min "-.19 -.08 - 1 - 4" 9 _ 69 5 --7 0 -.136 12 -2.822- 8 97 M32 1 max .057 12 3 11 . 14 14 1.93 1 2.677 8 Z _ 12 in -i2 L -:069 1 -.134' 6- - . 3 1 -.6 1 2 -.137 - .8 '- 99 2 max .057 298 4 14 .23 _. 9 .304 14 1.092 8 .047 2 10 - min ax 244 Al- - 7 -2 -304 3-. 9 -:04; 2 -1. 9 ,.8 1.445 l0 _. .057 12 296 .014 14 4.359 11 .987 13 .16 14 6 102 - In "-244 11 -.075 1 -.276 - 6 - 13 --4,359 11 -1.445 6 -162 14 103 M41 max 173 2 .156 4 .195 11 .Alit 11 2877 6 99 13 4.923 11 104 - min :-,376. .169 11 -.087 1 -.039 13 -2. 7 6 `-- 1 1 -0.923 11 -99.13 105 2 max 2 .141 7 195 11 1.304 4 1.426 L-1 11 .117 5_ .058 7 106 _- ml -: 77 ' 11 =.087 - 9 - 13 -: 11 304 1 4 1 -,058 7 -,117,:.5 RISA-3D Version 17 0.1 Ic:lusersl5ravaninl.rumnaulesx[op� o-evnruu anenei, noF1 Faye 111 R I VA Job Number Harch hut 218�2 \ V ✓' Checked By. I Sheller Envelooe Member Section Stresses (Continued) 1 7 V. -- max .04 14 .481 11 .198 11 1.08 tt 1.3 5.091 1T_1.001 13 108 i -.27 -.564 -. 39 - 1 -1 31 7 -[-1.0 - 1 11 109 M42 1 max .046 13 .194 9 120 3. 9 .481 1.785 3 1 i -.2_' -079. -01 B = 9 9 -481--14 111 _ _ 2 max .046 13 91 9 .188 3 .374 12 7.568 11 .498 1.03 9 y - in 'r-.2 -.0 1 1 - 91 -3 2 -1,03 9 - 98 5 11 3 113 max 13 .189 9 .132 3 .745 10 .902 2.183 598 - ' -.2 - 2 14 - 6 -.745 - =696. 11 - 83 115 1 max .057 12 .298 11 _ 049 9 .69 1.91 2.26 _ .58 1 3 1 6 -.2 7 -.06.8_- L. 5-191 1 --.26-: 117, 2 max .057 2 296 1 .049 9 1.229 9 _, .309 14 .799 3 .063 8 ,247 - 071 - - 6 - 5... 14 - : 29 97 9 - 063 8 - 99 3' 5 119 max .057 12' .294_- 11, 1 .049 9 4.333 11�. 13 .46 1.255 120 -.24 -074 - 22 ' 5 -- 7 13 -4.333 1 -1:255 5 -46 121 M52 1 max .013 7 .142 9 9 .373 12 1.38 _. 11 1.87 .502 6 min -.055 6 .094 - 1 -_072 5 - 1 -:3 3 - 502 -1.87-. 5; 12 2 m 3 7 9 11 .07 9 7 9 .463 14 .811 5 _.157 12 924 :. mi '0 '5 -.065 .12 - 14 -.7 _ 9 -.157 1 -8 1 ='5- _ 3 max .013 7 .36 11 .073 6 3. 91 11 .928_. 12 483 9 .837 5 2 - _ -.. 4 3 -1 - ' 5 - -. 2 2 '-3:891 1 -.637 -1. 483 5 1 7 M55 1 max .W 19 029 5 8 12 1.384 =. 6 11 2.326 6 min .054 -. -.02 11 =093° 14 -. - 1 12 -.06 -2.326- 2 2 _ .054 .25 11 .022 5 7141 9 .476 .885 '6 11 30 min - 4. 1- - - 2..'. 6 `- 6 5 '-7 9 -.71 -.885 131 3 max .054 fi .362 11 017 14 3.92 1 .914 12 .407 .533 11 13 -.024_. 1 -:041 13 -.243` 8 -9 4 12 _ - . - 07--' 3- 133 M28A 1 max .O6 2 .25 6 .148 Ill _1.813 5 1.361 7 1.072 12 4,558 11 - -.095 - 5 -.013 -. 5 - .813. .558 1 1 -1 0 2 12 13 2 max .071 2 .01 2 .148 2 .026 9 .001 8_ 136 .03 - 43-- 5 -05 1 --. 9 01. 6-.:. 137 3 max .01 2 3._.8,8 .61 11 1.072 12 138 in _075 -. 1- 5 "-.31 _. 6.: _.0 4.61:'.1 139 M29A 1 max .069 .208 _.,,.,147 9 14 1 13 9 in -.131 5 -.057 12 -- 5 = .4 _ -1. 8 1 14 ax .073 2' .01 11 147 9 3.191 3 .441 .028 06 8 142 m - - -035- 12 -441 8 -3191 3 --:W -: 143 max .076 2 .01 11 A47 9 14 3.062 3 _4.569 9 1.0111 12 144 - 241- 035 12 -3.0 3-:05 -.;081 .569a 9 145 M30A max .023 12 .155 2 22 6 - 3.046 11 1.56 2 .991 .643 6 146 I -.107 -.357 -.039 1 - - 046_ - 643 6 1 1 147 _ 2 max .023 12 .022 2 .022 6 1. 15 11 01 5 .081 6' 1 8 min =: 0 1 -.05 - -.03 1 -3.2 `- .8 2 -.081 -.01 5 149 3 in .023 1 388 11 022 6 1 1A1 :: 2 .55 3. _.995 11 .. -.132 - -.0 037 - 5 �' -. i'hi 1 -.99 - 3 51 31A 1 max .07 .151 11 182 11 1.383-, .2 12 .931 11 - •-:10 1 -36 1111 -0812-38 2'3 -=.9 1--.2' 153 2 m xi .07 3 .018 1 2 _.,037 - 11 1.877 2' 3.275 5 .028 063 5 min = 11 - - 2 - 75. 5- 11 -1 67 -T9 -. 28= 6 155 x .07 3 .385 1 .037 11 1.8 .741 7 .936 11 ,202_. 12 156.. _ -.1 11 -. ,008 - 2 - 41 -- :837 1 -.20 - 1. 157 158 ... 1027 max 6 .13 11 7 13 7 1.55 11 _1.308 273 12 'n -161_ -179 B -117 - '- 2 ` 73 12 -1.308: '11 _. _ 159 2 max .061 6 .124 11 028 12 .31 2 1.173 6 .136 9 .708 5 160 in -.11 -: 2- - 38 `91 __1. 73 8 ..:-.3 2 708 5 -.13 9 161 162 163 M_28 _ 3 1 max max .061 .23 _ _ 5 6' .119 -.2 9 .222 11 7 11. 041 68: 07 12 1027 11 3.118 6 .315 12 1.922 5 11 _ 14 - 1 8 1667 6 7 -1 0 7 1.948 11 11 - .922 2574 -. .692 14 n ISA-3U Version i /.U. 1 JU:]USeniOi avanu n. ruwnI un q .y...., O �� B 8 IIIRISA t', S etehut 442 Checketl Name g Envelope Member Section Stresses (Continued) 17 176 [17179 1 1 1 1 M30 1 max min .1 u9 -:3395 z U 0 1s 5' u 0 1`Li 1 u 0 1 -'0 1 a 0:.: 1 t0 `1] _ 2 max 109 2 0 14 0 141 001 13 0 14 0 14 0 14 in -39'°5- 0 1 0 1 '0 5 -.cal 1 0='. 1 0 `1' 3 max .t08 2 14 0 14 0 14 0 14._ 0 14. 0 14 -min 339 5 0 1° 0 O -0 1 0 1 0 M31B 1 max 211_ 7 0 13- 0 14 0 14 0 14 0 141 0 14 i -169 '.'11 r5 0 1 14 _0 .001 1 : 0 1 0 1 0 1 1 2 max' .21 7 0 14 0 13' 0 14 0 14 ._ 0 14 7 mLn -.169 -.'11 0 1` 0 1 -0 5 -.001 1 0 1 0 ', 1' max 209 7 0 14 0 14 0 14 0 14 0 14 0 14 J'n. -.17 11 0 7:. 0 1- �. 0 1 `0 1 0 Envelope Member Section Deflections Service i C . nm I C . Rnlnln rr I Q. ful I N' Ratio i C (n) UZ Ratio LC 1 M1 1 maz 0 14 0 14 14 NC 14 NC 14 2 3 :-..mi 0 'i : 1 . 0 :1 2 max 0 5_ 0 2 414 14 NC 8 4 - 1 0 '. - 8 5 UNIPUL 5 1677,422 _ 5 max 0 5 0 : 2 .00 14 NC 2 g 7 _3 0 -2 -038 -,022 9 7252e 1 N 34 45&935e'.9 INC 14 M2 1 max 0 14 14 0 14 14 9 2 max 4. 5 0 11 .001 14 8.801"4 3 NC 14 INC 8 10 _ min 0 -.0 8 '.::9 -1445e_03 11 60 74- 6 1683 9 11 _. 3 max 0 5 0 _ 2 .005 12 1.76e-03 3 _NC 14 NC 2 2 _ min 0" Z -022 : -2.89le-03 25 45929 ,':9' 13 M4 1 max 0 14 0 14 14 - 4 NC 14 NC 14 4 _ 2 min max 0 °1-.1 0 ':: 1 NC "..1 NC 15 0 1 .004 2 .0 2 2 5 14 NC 12 NC 8 16 _ ' -. min -- 2 - '.8 007 " 1 1520.2 17 8 _ 3 '7 max mi 0 0: 11,., 01 -.0 2 .005 - 12 9-iln5e-03 1.6 @= 1' 5395.272 1 3 751 1 8 NC 8 2 -9 19 M7 1 max 0 14 0 14 0 14 0 14 NC 14 NC 14 21 22 2 max min 0 0 -: 11 2 .007 027 11 .002 - D07 121.855e-04 Ti' -.. 5 - 9 5 NC_ 369.45 12 3 C 1521.104 8 11... 23 24 25 3 7 max in max _ 0 0- 0 11 2 5 .016 -MO 0 11 2 005 - 02 .005 12 12 3.71 e-04 - 3eAO 2.887 -03 9 6 11 6127.488 155,416 NC 1_ 14 INC 489,059 NC _ 2 9' 14 26 _M8 _ _ min 0 - 2 - 6 .022 - 9-7.292e.04 C T 1 NC 27 2 max 5 017 2 089 12 2.843e-03 6 NC 14 INC .13 28 _ min .001 0 ';. 2 - -9> 8 - •-'9 J184.257. 8 2' 7_: 29 _. 3 max 002 _ 5 013 2 .154 12 3438e-03 6 C 141 NC 114 RISA-31D Version 17.0.1jC:lUsers\Sravanthi.PutchalDesktop\218-442\Full Shelter.R3F— r yPage 11 JAN 0 9 200 l 1 1 1 1 1 i i 1 1 1 1 1 1 1 1 1 1 1 1 2�J RISAD°b Number Nand, but 218442 Checked 6y._ - - Model Name Sheller Design Envelope Member Section Deflections Service (Continued) 30 in -.001 27 -566 5 - 73 4.a� 4 NC 1. 1418 -. 9 9Max .002 7 .013 2 .667 B 1.822e-O 11 14 32 _ -0 - 7 5 -:15 -2.933,, 3: 3 43.263 -8: 3 2 max .001 7 .004 11 368 9 2 a-0 1 14 -:.35 " - 335 0 3 -09 -2.3466.03: 3 5 6 max 0 7 2 .022 9 2 891e-03 11 NC 14 in -A 5=04 5 -.005 12 7 3 3 137 M10 ax 11 .01 2 8 .005 12 1.63e-04 14 NC 1438: - in ". 0 -.088 �02. 9 4375e-9a 6. 2 .002 11 .067 2 .077 12 9.24 - 710 NC 13 40 _max In -'-0 1 2 552 353 , 1 -7.659eA4 6 458.246 - 8 1021404 J 2 41 3 max .004 11 .007 2 .154 12. 1.802e-03 3_ NC 14 NC 13 in -=:002 2 '-.701 3 `-.673 1 -3.119e-04 2 - 1 4 6s 12 14 43 M11 max .7 3 .004 11 .154 12 1.043e-03 5 INC 14 N 44 in °-.007 -.002 -.673 11 -2,286ee3 NC- -1 NC 1 2 max .701 3 .213 11 .172 12 -03 5 .754 7 N 8 007 ` 2 _ :_;131 - 753 - 11 -2.044e-p3 424.439 7 7 32::1 47 3 in 1022 AL Q0411 .155 _ 2 1.033e-03 14 NC 14 N 14 - min --: 7 2 -002 -fi67 -2.258s� 9 NC .` NC 1 1 Mi _ 1 max .154 12- .002 5' .013 2 1,819e-0311 14 C 14 1 -.001 _2 2 -.566 5 3e-03 -2.17. 4 - NC 1 C 1 51 52 53 - - �_ 2 3 max min max .154 -'-.673 12 11 .026 --.011 011 -.622 6 2.115e-03 -2.a95e-o3 1 INC 18 6.74511 14 INC 3180.728 14 11 .1 2 .C18 .009 2.4 le-0 11 INC 1 NC 54 _ - min -.67 11 -012 _11 -6 1 '� .3.616e-03; !4 NC - 1 NC -=1' 55 17 1 max .155 _1 _2 0 5 .013 2 1.6 - 3 2 N 4 NC 14 56 min _ 6 9 -002 026 7 -.567 5 d536e-03 5tic- 1 57 2 max .155 12 11 OJZ 2 11.694el 2 NC 4 58 i - -=:867 - --.011 - .0 3 8 18526653274.343119 59 3 max .155 12 .019 5 14 6 M21 1 max .038 6 0 5 14 63 2 max .038 .029 1 .024 14 1,986e-0 riNC i 14 min -0 2 -:0 87:433ea3 _9 1236.3 '865 ax .03 3 .068 _11 .045 14 3.076e-03 14 NC 14 66 - min 0: 2 - 54 2 -1 9 -1.092e�02. 9 NC >:1 7 22 _ max 039 3 068 11 045 14 3 3 1 14 68 ' In :0- '=i0 _ -17 9 -iM2e-02. 9 NC -::-.`. ,1 6g ax .03 3 5 53 14 06e-03 14 8 in 0 _ 2 `-:065 2 -.199- -1. 4 - .806 . 9 71 3 max 5 .103 .045. 17 14 5 0 ib NC 14 14 72 73 74 _ min 0 2 1 _055r.. 4,44WD21 9 NC :- N C 1 NU I 1 M25 1 max ,566 -:01 5 .002 .154 0 14 NC 1 14 min -.001 '2 i673' 1 : 1- 3'11 NC 1 C ° 1 75 2 m x .566 .036 162 1 757e-03 2 N-C 14 INC 114 76 - - i - -.O1 =0 2 -.709 ill - 2088 211.109 6 77 3 max .567 .069 A7 12--_667e-03 2 NC 14 INC 14 In -.013 2 -.05 2 - -74 1 4 .963e-03 NC. 1 - NC 1 79 M26 ax .567 5 .06 11 .17 12 2.667e-0_3 2_ C 14 NC 14 80` n -0: •055 :..2 -. 43'-` ]1-4:963e-03' Al NC - 1 NC-e. 1 max 7 5 .1 5 .173 1-Z 2&t7e-02. 2_ NC,_ 14 _ NC 14 in - =:013 2 --.064- - 2 >-.754 11 4.839e-o3 _11 1730.942 2374,036 11 83 3 max .567 5 .104 5 .17 12 2.967e-03 2 NC 14 INC 14 -:84 M 9 min -.013 2 -056 -.74 11 -4.948e-03 5 14 NC L NC 1 INC 1 8 1 ax _0:5 2 .743 11 .567 5. 3.626e- 14 NC 14 86 _. m -:0 9 1 - =17, 12 -.013 2 -1.54e--03 9 NC RISA-3D Version 11.0. 1 lu:luserslsravanmi.vu[cnaiuesnrup�io-44Z%run 01 u1Lr1.r<oU1 AN 0 9 201J 1 1 1 1 1 1 1 1 1 1 1 1 1 Company. PS51 Nav15,2016. Designer \11 .1 PM111RIJAJab Q Number HaMihut 1d2 Chacked Bg_ ModalNeme Shelter Design Envelope Member Section Deflections Service (Continued) .._' _ _ `-- ...: „- . r- i � _ o..r r, i t I.,. u, e.s., I I r., I I 87 2_max .054 2 573 9 .298 3 7 -04 14 NC 8 NC 14 88 __ I -.069 11 .7 159 ? 14 -.004 2 -2719e43 - - 9 89 max 054 .17 9 .039 _0 3 2-3.80-03 1.056e-03 14 NC 14 14 14 9 min-: 8 1- _ 1 14 9 2364. INC 1 g a .005 2 0 5 0 2 4 a 11 NC 14 C '92 mi - 6 -4.5630-03 6 INC - 1 C 1 93 2 max 005 12 .027 11 006 12 2 C 8 NC 13 94 mi -.021-. .005 9 1 - 13 -.09 :- 8 -s.e37e-03 6 1708.119 11 ._ 95 3 max y018 1 .008 13 6172e.04 _2, NC 14 NC 14 96 In -.021 9 - 2 2 -.132 - 1 335e a2 -N C_ _ 1 97 - - M32 1 axe .005 12 _-,018-. - 11 .008 13 6.172e-04 2 NC 14 NO 4 98 -.021" 9 -.132 8 -1,335e-02 9. -04 NC C 1' 99 _ 2 max .005 12 .008 5 .008 2 2 NC 13 NC 14 100 id `9, -008 0 -.1 8 4.22le-02 8 2175.312 9 2594.392 101 3 max .005 2 0 11 .01 2 1.314e-03 -1.102e-02INC'--- 2 INC 14 NC 14 ' 02 l .02 9 2 -0 8 1 NCi. 10 - 1 max 0 __ 0. 11_ 2 __,Ot6 -.064 11 .005 12 3.71:04 NC 14 14 104 I 3 -:02 9 -t5 3 'NC -: 1 NC 1 106 2 Amax .002 11 1 .078 12 1.183e-03 6 7220.786 1INC 13 106 _ ._. 'n-:001 - 4 3 3 - 11 �.769e04 23 - 1 107 3 max 4 11 7 -._ .155 12 2-047e-03 6 NC 14 NC 13 `108 ' min '-.0 2 _.._2_ - 2 `3 -.667: 9 -1.606e-03 5.34 4 11 2 NC' : 1 492.226 1 log M42 1 max .005 12 0 5 0 NC 14 NC 14 1. _ ' 1 0 2 ' 9 0. -.04 5-5.374..0 5 C r 1 : N 111 2 max .005 02 11 .02 11 1. 5 e-04 .03- 13 NC 8 NC 13 112 min -.021" 9 0 _.. 17 2.405 1 2593846 '9 113 max .005 12 5 .03 1 -- 14 N 4 114 min -... ._.0_18 0 3- 1 _: N 1 115 M43 max .005 12 1 5 1 11 14 NC 14 117 2 max .005 12 5 .025 11, 1.27 e- - 13 INC 14 118 - -.021" •. - 094 "- 3 3 2 78: ` 9 3561, 119 3 max .005 112 0 11 .016 Ill 1.998a- 11 NC 14 NC 4 120. min '- 2 . - '2 -.064. 3 -8.147e.03 NC:_. 1 C 1 121 2 1 max .155 12 .019 5 .011 2 3 2 NC _ 14 __ NC_ 14 12 In • 66 :; 9 12 -.0 014 .681" -7,1880-03 NC ' 1 1 123 2 ax .155 .009 P 2 e_03 - _2 N 13 NC 1 124 - min 667 `9 - 00 2 - ,.2 67992 :9 012. 6_ 125 - x .155 12 .004 11 .007 3. 1 - 3 NC 14 N L 126 - mi = 7- - 2 - :31 _. 03 NC '- - - C - 1 127 55 1 max..,_,154 2 .018 1 .009 2 NC 14 NC 14. min -.67 -012 2 -681' 6 -3. 1:. 129 2 max' .154 12 5 .007 3.96le­Q 11 NC 13 NC 14 Min 1 6 '- 2` -.696 -6 -2.9946-03 4. 3308957 9 3248,431 131max .154 2 .004 11 .007 2 5.51e 11 NC 14' NC 14 132min 673 - - - -.701 1 3 -3.505-033 2 NG 1- NC 1331 M28 1 max .012 2 2 .673 11 8.83 1 NC 14 C 13 1 134 - -.:: 'min -.01 - 1 <.. 6 _-154 -2501e-03 - 1 ` 113,557 -11 135 2 max .012 027 .344 11 -04 9 NC 14 NC _ 13 3" min . -.8 .; 11. . - 3 8 -. 79 '. 12 -L507e-0J229,1769.11 137 3 012 008 13 .021 9 2.8 6e-04 10 NC 14 NC -14 1.8 - min "-.01Q-__Al -.132 8 12-1.127e.03 j NC 1 139 M29A 1 max .013 2 .011 2 .667 9 1.82e 4 4 INC 14 140 - - Ol 3 -:155 2 -2.5250-03 6 128. 8 ` 14.63 141 2 max .012 2 11 1 1 9 192 e-04 14 NC 14 NC 13 142 =.-019 -.639 3 -.08 2 -1.525e-03 3 274 99 1 6 1 231 9 143 13 max .012 2 .033 11 .021 .9-2. 4 -14L NC 1 14' INC 14 RISA-3DVenuon 1/.U.1 lu:lusersloravanmi.ruicnawesrtiepv m-azuruu onetnu Raul JAN 0 9 2019 6' w, Cmpany MIS ® �' - 119 RM '''RISA rigg mbar HKndl hu1218J42 Checked By:_ Model Name Shelmr Oeaen Envelope Member Section Deflections Service (Continued) 144 - '-178 6 -.107 3 -:005 12 -5.843e-04. 4 NC 1 145 M30A 1 max .17 1 .06 11 .Ot 2 2.4791 5 NC 14 in .743 1 •055 -.567 - - 1 `46 147 2 m x 1 12 228 01 2 3,921 e 5 46714 414 148-- 1 - 742 1 -. 4. ` -635 3 -t 96x 03 - 585.487 - 6 149 3 max 169 12 179 11 .007 2 5 363e-03 5 150 -_ __ in _ - -.742 -:109 -701 _3 -2.776e-M '2 t 151 _ _ 1 1. 2 max, .17 12 .104 5 01 2 1. 2 N 14 14 153 - ' �741 r -.056 242 = 567 - '5 -2.046e-M 7 max 17 2 5 .01 2 1.87e-03 2 NC 8 NC 14 .min =7 4 - 11 -.144 2 -. 29 8 -295le-03 1 5 47..1 5 1 N < -.11-; 155 3 ax .17 12 .18 11 .007 2 2.718e-03 2 4 14 156 _ =- -:70T`3 4.515e-0311 NC --1 NC ` 157 M27.1 max .567 5 .104 .17 12 .97 3 2 G- 14 14 i "-.013 `-.056 2 -.74. -. 114.916e-03 C.=. 1. 159' 2 m .567 .063 5 .163 12 a-03 2 C 14 14 160 in s;013 2 -:03t- -705` -1.218e-03 1 2,315.708 8 _3B7-5.246 �5 1 3 max ,_._567 -01 ' 0 .155 1 e-04 1 C 14 __NC 14 162 - -.007 7 -.887 -3.725e-03 NC - NC ' 1 -- M28 1 ax .039 .103 .045 4 3.35e-0 14 NC 14 NC 14 1 4 min _ 0. 2 -:0 5 2 -1 -1.135e:02 9 _NC... 1 165 .039 _5_ .064 5 .024 14 2.021e-03 14 NC 1 NC 14 1¢6_ min -0 -.0 5 2. --.093 _9 2 -7.654e-03 -9 2329.937 3 911.006 -.3 1 7 3 ax .04 5 0 5 .005 9.217e-04 2 NC 14 NC 14 168 in 0 A- 7 -.0 6e.03 1 7 169 M29B 1 max 056 2 013 2 .7 1 14 NC 14 170 min -:104 5 -567 - 7 171 2 max .056 2 .01 2 3 1 14 NC 8 7 -min ` 5 - .-:1-.303 945 371 027 '9 173 3 max .055 2 0 .17 3. 3 14 NC 14 7 -' min .103% 6 - -.039 -5 .045 ' -4 •1066e-03. 4 C 1 17 M30 1 .499 9 .033 2 _5 ,.136 -:6 12 .6le-03 3 NC 14 NC 14 176 177I. 2 mm `.036 2 -.4 _ 1 4342o-M 9 : 1 -- - _ max .499 S .004 2 .148 12 2 065e-03 5 NC 14 NC 14 179 E180 3 min max in 2 -494 3 -656 11 4341e-03 9 NC 1 NC 1:: 499 5 .044 11 .16 12 2 e-03 5 NC 14 NC 14 -036 All - '1- 181 162� 183 _ _ B M31 _ 1 max - 44 11 42 3 607 -1 8 A B. 9 NC 14 C 14 _ min -.44 6 039- - 179e-03 14 C 1 C - 4: max .044 11 .497 3 .651 .6 - ,6 NC 14 NQ14 y84 _ min -.44. _ -. -:149 1 v -1544 14 NC '- 1 : NC 1 85 _. _ 3 max .045 11 .554 5 .fi95 1.693e-03 7 C 14 NC 14 6 :-.037: 2 :161" 2. _1.831e-03 1 1 NC ' Envelope AA ADM7-15• ASD - Building Aluminum Code Checks 1 _7 M1 ..,..e RT2.5xz-, .,... .512 � -'_. 1 .309 0._. a 9 ... 11.539 11.5 9 .724 .7 4 3.091 3.0 1 1.- t-T -C1-1 _ 2 2 RTz.5X2... 00-: _ 0 309. 111 9 .J2 7 1:.. 3 5 M RT2.5x2.,_ RT2.5x2... .815 0 8 273 0 0 0 y- 11.539 11. 9 11 .72 .724 -0 - 9 3,09 1... .1.1 M8 RTz5x2... .618 0 11 .070 8 7.636 3 724 .72 ' 3. 1 RT2.5XY... ,59 -. 7 5 5.16 7. 36 .724 3. z... .7-7 7 10 RT2.5X2-. 14 5.1 211 5.223 5 7.636 11.539 .724 .72 3A91 3.091 8_ _M-M 1 RT2sX2..566 1 9154 2 2 2. 6.69 5 9 72 g 15 RT2.5X2... 507 1 0 11 .137 0 z 6 10.642 1 .724 794 3.097 3.091 RISA-3D Version 17.0.1 [C:\Users\Sravanthi.Putcha\Desktop\218-4421PulI Shelter.R31)] Page 14 I I� L 2 6ye IIIRISA uhud9218-442 Checked Mo3elHame Sheller Envelope AA ADM1-15• ASD - Building Aluminum Code Checks (Continued) 17- Rr2 5x2..: -493 '°0 9 .100 0 z 5 10_642 11.539 724: .72 309 11 M21 RTzsx2... .788 0 5 .284 0 z 9 10.684 11.539 .724 .724 3.091 3.091 2_ H.1-1 12 '�M22' RTz sXz. °:A46 2:473 5 046 2:473 3 90.684 11.539 724'-..724 3 _91 3.091 - t::. H.1-1 13 14 M25 M26 RT2.5Xz... Rr25X2 ;: 478 ;422 0 2:47 5 '. .143 099 .757 .429"' 5 510.684 10.684 11.539 11.539 .724 .724-' .724 724 3.091 '3:091- 3.091 3.091- z... t:; .1-1 :1-1 15 M29 Rrt5Xz... .651 -`:539 ,521 _702_5.16 0 0-- 2.52111 5 .062 0 11 3.16 9.096 .363 .496 $.091 ).636 1... H.14 16 17 18 M31-. M32 M 1 RT25Xz RT2,5%2._ RT2.5%2 8 11 .331 .126 131' 0 :'¢ 2.521 5:223- z 8 6 7 10:642'. 10.64211.539 .636: 11539 1.539 724` 724 .724` .724 .724 .724 `8.091 3.091 '3'091 30941:: 3.091 3091 2... Y..r H.1-1 .1-t :L1 19 M42 RTz.5X2... 3 0 9 .226 0 z 3 10.6421t539 .724 .724 3.091 3_091 t... .7-1 20 M 3 RT25X2 --1519 2;52111 .739 :M 5 10.6 2 11.539 724 724 '3.091 3091 :::..1-1 21 M52 RT2.5Xz_. 2.52111 .161 1110.6421L539 .724 .724 3.091 3.091 2... .1-7 22 :M55' RTZM5 ,554 ':':563 ':5 11 A66 1110:64211.539 724 1.. H.1-1 :1-1 23 M28A '"M29A RT1.5Xz... RT15X2 ,567 165 0 0 :11 11 077 066 6 3 3.1.6_ 3A 9.096 9096 .363 :363_ .496 49fi 3.081 3�091 )636 ).636-r:.: 25 26 M30A M31A RT.W.. Rlm 5X2. .427 -:435 0 0 11 :11 .112 112 : 5.042 5.042 N1 11 4.728 4 728` -9 096 -9 096 .363 363. .49fi 49fi 3.091 3:091 ).636 1 6 1... T.: .i-1 n-1 27 M27 RTz.5X2...1 .332 2.473 6 A23 0 JAEL4411.539 .724 .724 3.091 3.091 z... r1_vt 28 :SM28. RTz 5XZ::. ,,653 s 2.47311 296 -. 2.473 z 9 10.68 11.539 7 29 30 M296 : M30 RT1,5X2.., 72 x 1/4'. .555 s=.1 0 0 3 7 .100 040 0 1.414 z _ 11 1 3A6 2,786 9.096 29.091 .363 :;131 ` .49fi 6 303 3.091 17:052 ).636 17.45 z_. 1.. .i-1 Ha-2 $1_ M3 8 12 x " .227 0 7 039 1.414 11 2.786 29.091 .131 6 30 17.052 7 455 t.. H.3 0Ev1EWE® E00 0011E COMPLIANCE IRISA-3D Version 17.0.1 [C:\Users\Sravanthi.PutchalDesktop\218-442\Full Shelter.R3D] Page 15 Precision Structural Engineering, Inc. SHELTERS TYPICAL ANCHORAGE DESIGN Pages 1,500 - 19999 REVIEWED FOR r®®E COMPLIANCE 250-A Main Street E-Mail: info(0structurel.cot Klamath Falls, OR 97601 Web: www.structurel.com CITY Copy JAN 0 9 2019 p4i1 aw-wuu (541)850-6233 1 1 1 AO Anchorage Design 1 Project Number Handl Hut 218-442 Sheet 1,500 Project Name Designed by vik Date Subject Checked by Date 1 Anchors @ REAR WALL Design Loads 1 Horizontal = =d89 Ibs x 1.6 -782,4'` Ibs Vertical = -- =636 Ibs As per page x1.6 -1017.6. Its; 1 1,01 S Moment - -152 Ib-ft x1.6 243.2 J. lb-ft 1 USE [ (2) 1/2" 0 HIM Kwik Bolt TZ Carbon Steel Anchors, min 2 embedment, as per pages ] 1 1 1 REVIEWED FOR i CODE COMPLIANCE 1 1 CITy 1 copy 1 1 t1(ey��ne JAN 0 9 2019 i 1 1 1 1 1 1 1 1 i 1 1 i 1 i 1 1 1 ! Yrweewiltoe Ad*. Phoned Pax: j E#Yk: 9pacamfs minmalaa: 1 Input data Pn lis Anchor 2.7.9 Pape: 1 Project Handl Hot -21&442 Su&Projeot I Pool No: Date: 11/15/201a •••-x>ss aa:r ArK2w trpa and dlemelan Kwik BOK TZ-DB 1n (2) Eaeclbe embedment depth: hµs.=2.001 In...=2.375 in. Malta* Carbon Smal E,a..tion SeMca Report EM-1917 Issued I Valid. WI I WIM19 Proof: Design methotl A0131&141 Meoh Smrdvaimtallalicn: Po' 0.000 Ina (no 918nd-olf); t=D.M)In. AnCwr plebx t x t, x t= 3.000 on x 12.000 In. x 0.250In.; (Remmmeaded Plain 9stiveu not calalaled Proele. nopm6le Rasememnal: aedned oxvem, 3000, 1e=3.00O paI; h=B.000 m. Installation hemmer drilled hole, Installation condition'. Dry Reinforcement tensor: condition 8, sheer: cond bon B; no supplernenml a1MGin9 remtwcenwnt present edge rNniorce rt no or. No. 4 bar ^ - user Is maponsiblo to enaum a rigid been plod. In, the enlned thick. with appropdeta solutiam (.[i ro....) REVIEWED Gnometa, olry [in.] a Loading [Ih, In.lb] FOR _: CODE COMPLIANCE nwl deo m�wumwru.m..r.ew.gre.mmrwn no o. a�a�oo�. ne w pU� 1141 PP616Mtlm'(c)Jm3JtlW IIw A. fL.91a19Nmn Nltla. nlrz. T—ao dMYP0.6Ws r .hnti.us Profis Anchor 2.7.9 Page:2 SpadBwm:- proleU: Hand Hut - 218-442 Address: Sub.Project 1 Pos. No.: Phone I Fax: Date: I III52018 E-Mail: 2 Load case/Resulting anchor forces Load casa: Design bads Anchor reactions Vb] Tension force: (+Tension, -Compression) Anchor Tension farm Shear force Shear force x Sheer force y 1 157 391 391 0 2 571 391 391 0 max. concrete compressive strain: 0.01 NJ max mrdete compressive sbass: 31 [pail resulting tension farce In M)-(0.0002.775): 1,028 [Ib) resulting compression form in (xlyp(0.0001-5.922): 11 pbl Anchor tortes based on a rigid base plate assumptionl 3 Tension load Load N..(lb) CapacitydN. [Ib] Utlllzallon ga= N,.l+N„ Status Steel Strength' 871 8,029 11 OK Pullout Strength' N/A NIA N/A N/A Concrete Breakout Strength" 1.028 1,779 58 OK ' anchor having the highest loading "anchor group (endnons In kxlsbn) 3.1 Steal Strength N.. - ESR value refer to ICC-ES ESR-1917 N. a N. ACI 318-14 Tede 17.3.1.1 Variables REVIEWED FOD A..H(in.21 fv wl 0.10 1os,000 CODE C041PLIANCF Calculations N. IN 10,705 Results N. [foj P... N..jib] N.. Pbl 10,705 0.750 8,029 871 C17-Y Copy bi 4m.m muN cow a uuwd rd.o�«n.a.an n..a.ae ratlum. ed nr p.timVi n+aors�(.Izom-aaw nNno. Fti.wwsau.n liwu.�q.w.e rr.m.n.aarm no,sm..r JAN 0 9 2019 10) 3 Proft Anchor 2.7.9 Company: Page: 3 Specifier. Project Hands Hut - 218.442 Address: Subproject I Pee No.: Phone I Fax: Dale: 11/152018 E-Mail: 3.2 Concrete Breakout Strength Nye 'ZW..N W. VaNWwm Nb 0 Nay z N. Ab. we ACI 318.14, Section 17.4.2.1. Fig. R 17.4.21(b) ANm = 9 hL 1 �1 .�) 51.0 l W .a. =0.7 t0.3( >51.0 M /4Mn 1.5hr� 51.0 WqW 'MA7(`cs• C. Nb `k.X.-F(hY ACI 318-14 Eq. (17.4.21b) ACI 318-14 Tads 17.3.1.1 ACI 318-14 Eq. (17A.21c) ACI 318-14 Eq.(17.4.2.4) ACI 318-14 Eq. (17,4.2.5b) ACI 318-14 Eq.(17.4.2.7b) ACI 318-14 Eq. (17.4.22a) Variables hw UM a NIN ee [in.] q, in.) W.N 2.000 0.000 2.775 - 1.000 e.. fn.) k. 1 . 4 (pail 4.500 17 1.000 3,000 Calculations Ar. (in.) Arta On.) W ,.a W .aN v aN w.w, No (lb) 7200 36.00 1.000 0.519 1.000 1.000 2,634 Results N. Pbl / b N.mObl N..(lb) 2,736 0.650 1,779 1,028 REVIEWED FOR CODE COMPLIANCE CITY Copy Imra4w.na roars ae.14 Nbdi.d bprw.Nfl WN a. a4.tlre ordlbn rid a WwaaM PpOFlS wvmlc)Nosaae NIYAO, FL-9191 Sdrn 14ab. ny.tx.d Tr.bn.rk of la0 ♦0. &ern JAN092019 b� (!m� w .hiltl.us Profs Anchor 2.7.9 Company: Page: 4 SpedBer: Pro}ecl: Hard Hut- 218-442 Address: Sub.Project I Pos. No.: Phone I Fac I Data 11/15/2018 E-Mail: 4 Shear load Load V jib) Capacity #V. jib] Ufilhellon Iw a V_/1 V. Status ' Steel Strength' 391 3.572 11 OK Steel faAuro (with lever arm)' N/A NIA N/A N/A Pryoul Strength" 782 3,687 22 OK Comets edge ralhae in direction " NIA N/A N/A N/A t'anchor having the highest loading "anchor group (relevant anchors) 4.1 Steel Strength V_ - ESR value refer to ICC-ES ESR-1917 ' 0 V,r,a a V. ACI 318-14 Table 17.3.1.1 Variables A«v lin.tl 4,r (Psi) ' 0.10 106,000 Calculatioro V_ Pb) 5,495 Result/ (Ile] /... 1 W_ pbl W. REVIEWED F pR 5,495 0.850 3,572 391 CODE ' 4.2 Pryout Strength COMPLIANCE V.o =k.. W.aN WaxW.7+�] ACI 318A4 Eq.(17.5.3.1b) 4 Vm a V.. ACI 3W4 Table 17.3.1.1 ' A, nee AC1318-14, Section 17.4.2.1, Fig R 17.4.2.1(b) A� = g h;r ACI 318-14 Eq. (17.4.2.1 c) 1 W ,nor 2 ea 51.0 ACI 318-14 Eq. (17.4.24) ' 0.7 4 0. 1 c' > 51.0 ACI 318-14 Eq. (17.4.25b) V I Ty W.aN ' i.5h,n V � - MAX( , 1'=h'n) s 1.0 ACI 318-14 Eq. (17.41.2.7b) copy op y C. c. t t4. = IE X. f h:t ACI 318-14 Eq. (17.4.2.2a) Variables k. he ORl am (in.) c.a 0n.] ' 1 2.000 0.000 0.000 W cN c.o (in.] k. x. t [psi] 1.000 4.500 11 1.000 3.000 Calculations A. [h) A. On"i W N W .tu+ W wx W .N Ns Ilb) 72.00 36.00 1.000 1.000 1.000 1.000 2,834 Results Vm Pb] V_, Ole] V. Obl 5,267 0.700 3,587 782 upd 4W nd nNb muu M N. xiaJ Idpr.m.xMP W .4.tlro ramws.d b PuvamM PROFie Anrlv(c)Yam�x00B 111tl AO,F4Wa16N. hltl i.rnd.�Trrl.mekd Wtl A0.8xv� IDS www.h08.us _ Profis Anchor 2.7.9 Company: Page: 5 Specifier. Project: Hanoi Hut - 218-442 Address: Sub -Project I Pos. No.: Phone I Fax Date: 1 f/15noill E-Mail: 5 Combined tension and shear loads pR p„ C Utilization 0,, l%i Status 0.578 0.212 5/3 48 OK pIw=Pit-0$<=1 6 Warnings • The anchor design methods In PROFIS Anchor require rigid anchor plates per =ant regulations (ETAG 001/Annex C, EOTA TR022. etc.). This means load re -distribution on the anchor, due to elastic deformations of the anchor plate are not considered - the anchor plate Is assrsned to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to Imit the stress of the anchor plate based on the assumptions explained above. The proof if ft rigid base dale assumption is valid is not carded out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibillyl • Condition A applies when supplementary reinforcement is used. The m factor is Increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition a applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturer's product literature for clearing and installation Instructions, Cheddrg the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standardl Hild postinstalled anchors shall be Installed In accordance with the Hill Manufacturees Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criterial REVIEWED FOR CODE COMPLIANCE CITY Copy ligw aw aq rwlu mul M rt,cdvb rory.enw wM w ed�ip evMean utl b WweaM PROFISAndvle)Z00}]Oae MW AQ FL-1MY/SWm WYb •radd•r•d TraG•mrkdH]tl Ae, &hen www.hlitl.ua Profis Anchor 2.7.9 Company: Page: 6 ' Specifier. Project Hand Hut -218-442 Address: Sub -Project I Pos. No.: Phone I Fes ) Date: 111152018 E-Mail: ' 7 Installation data Anchor plate, steel: - Anchor type and diameter. Kwik Boll TZ - CS 12 (2) Profile: no profile Installation torques 480.001 In.lb Hole diameter in the fkbxo: di = 0.563 In. Hole diameter in the base material: 0.500 In. ' Plate thickness (input): 0.250 In. Hole depth In the base material: 2.625 In. Recommended plate thickness: rot calculated Minimum thickness of the hale material: 6.000 In. Ddllkp method: Hammer drilled _ Cleaning: Manual cleaning of the drilled lob according to instructions for use is required. a -user Is responsible to ensure a right base plate for the entered thickness with appropdato solutions (stiffeners,...) 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque controlled oordless impact tool (HIIU • Properly sized drill bit Safeset System) • Torque wrench Hemmer Coordinates Anchor In. Anchor : y c.. C' cl. c.r. 1 0.000 -4.000 - - - - 2 0.000 4.000 - - - Mqn 4W rM nWa nvur M rlrt*tl fa yixnrM WT tlr eabeq mtlti0nt W la pbuWiY� vnaFlS mvn1�I10013W9MItl�G FL-atB/5tliun HINb •eybMae Tntlenakd Wtl Ae, Bdwn REVIEWED FOR CODE COMPLIANCE HJAN092017 :% 1 www.nuu.us Proffs Anchor 2.7.9 ' Company: Page: 7 Speciller: Project: Handi Hut -218-442 Address: Sub -Project I Pos. No.: Phone I Fax I Date: 11/1512018 E-Mail: ' 8 Remarks; Your Cooperation Duties • Any and all information and data contained In the Software concern sdely the use of Hill products and are based on the principles, formulas ' and sassily regWatims in accordance with Mira technical directions and operating meuntbg and esxmbiy Instructions. etc, that must be strictly compiled with by the user. All figures contained therein ere avemge figures, arid therefore Ise -specific tools are to be conducted prior to using the relevant HIM product The results of the calculations carded out by means of the Software are based essentially on the data you put In. Therefore, you beer the sole responsibility for the absence of errors, the completeness and the relevance of tlro data to be put In by you. Moreover, you boar ads responslblllty for having the results of the calculation checked and cleared by an axped, particularly with regard to compliance wilh applicable norms and permits, prior to using them for your specific Witty. The Software serves only as an aid to Interpret norms and pormlts without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or Imit damage caused by the Software. In particWar, you must arrange for the regular backup of programs and data and, If applicable, tarty out the updates of the Software offered by HIM on a regular basis. If you do ' not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software In each case by carrying cut manual updates via the Hlti Nkbsite. Hilti will not be gable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. REVIEWED FOR nO®E C01IPLIANCF C'Ty Copy Iry,4l w"IO n w� b,lrrmni Ve"am tp-,tl Wbph "Iyl PROFIe Nr (.)awaa HMAA,M-94Na Halhe,.OM Tra dHlll,b.&h. Precision Structural Engineering, Inc. Proiect Conclusion: The project is %" Black Omega Roof panels with glass wall panels. The shelter is adequate for assigned loading conditions and the member sizes as shown in the drawings. REVIEWED FOR CODE COMPLIANCE C'r' Copy JAN 0 9 2010 i 250-A Main Street E-Mail: infoGlstructurel.com ph. (541) 950-6300 Klamath Falls, OR. 97601 Web: www.structurel.com fax (541) 850-6233