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GP MAXIMUM DESIGN REACTIONS: GRAVITY LOAD = 6.2 KIPS UPLIFT = 4.2 KIPS LATERAL = 2.4 KIPS \E --RAL \OTHS: • 1. WIND ZONE 90 MPH - EXPOSURE "C" 2. GROUND SNOW LOAD = 40 PSF 3. ROOF SNOW LOAD = 13.7 PSF 4. ALUMINUM 6082-T6 (Fy = 36 KSI MIN.) 5. STEEL ( Fy = 36 KSI MIN. ) 6. HANGING LOADS - 250 LB @ 1/4 POINTS - 500 LB @ MID POINT Projcct Locction: 28/30 ligrwcy 6 Rife, CO. A A \ i \ i -----/ „...,,...„\ i \ / \ i \ / \ / N \ N 7 x / \ \/ / \% / / N / \ / \ / \ \ _ 7 7 / / \ \ \ / x / \ / N N / \ / N. / /� / \ \ / \ \ \ / / \ / \ / \ / \ / /\ \ / x / \ / \ / \ N / \ /\ \/ � N / \ / \ / \ \J / / / \ / / \ \ > / \ / / \ \ A SLCTION A=A 0 � ,NE7 'RA1\/ 5 5415 Sm MAX. A :LEvATI O \l A - B - RAFTER C - TIE CA3LE - GABLE WI\ E - \ T USE_, E - TGE G - INT_RVEI H - EAVE D� I STEEL I\ J - SiC WALL PLJST RLI\ IATE PU RLI\ SER < - R FIE 3RA:I L - RHNE 3RACI RAFTER RLI\ T C \\ECTI \ RACI\G AT EAVE .3 AT TGE \G CA3LE RACI A 3 E E G H I J E in D_ /133171\i ISA. - 252 x 12P x 8 - 252 x 122 x 8 - 26rnrr rein 1IA1 CA3LE - 252 K 122 x 8 \ T JSEC 1PCxWx3,6 80x8;x3,2 12CxE3x3,6 \nT LSE 12rnm rein, IA. CA3LE 0 z O _J 5 w O U m J Li E ZI >- aQ Qo U = U O m w v) < m r` Z<00 1- w0 Li; J 0 FILENAME 6 z m r` M 0 O rn 0 w 2 cL 0 VI i 0 U U z M 0 2 5 rt N Z fj LO W 0 > Z ct J 0 Y = N (X 0_ Z Q 0 5 U I -- LJ w 0 M ,--i zz o ~ �w1-1 a En • o cei w QO � a O U * w DATE: 12/12/11 REVISION: SHEET: S1 \ i \ i -----/ „...,,...„\ i \ / \ \ --- / i \ i \ i \ -7 i 7 7 / \/ /\ / \ 7 \ \ / \�„ �/ X �\ % SLCTION A=A 0 � ,NE7 'RA1\/ 5 5415 Sm MAX. A :LEvATI O \l A - B - RAFTER C - TIE CA3LE - GABLE WI\ E - \ T USE_, E - TGE G - INT_RVEI H - EAVE D� I STEEL I\ J - SiC WALL PLJST RLI\ IATE PU RLI\ SER < - R FIE 3RA:I L - RHNE 3RACI RAFTER RLI\ T C \\ECTI \ RACI\G AT EAVE .3 AT TGE \G CA3LE RACI A 3 E E G H I J E in D_ /133171\i ISA. - 252 x 12P x 8 - 252 x 122 x 8 - 26rnrr rein 1IA1 CA3LE - 252 K 122 x 8 \ T JSEC 1PCxWx3,6 80x8;x3,2 12CxE3x3,6 \nT LSE 12rnm rein, IA. CA3LE 0 z O _J 5 w O U m J Li E ZI >- aQ Qo U = U O m w v) < m r` Z<00 1- w0 Li; J 0 FILENAME 6 z m r` M 0 O rn 0 w 2 cL 0 VI i 0 U U z M 0 2 5 rt N Z fj LO W 0 > Z ct J 0 Y = N (X 0_ Z Q 0 5 U I -- LJ w 0 M ,--i zz o ~ �w1-1 a En • o cei w QO � a O U * w DATE: 12/12/11 REVISION: SHEET: S1 CONDITIONS OF PERMIT BLCO-12-11-2324+2325 Bayou Well Services Temporary Storage Structures A+B 28730 Hwy 6 & 24 Rifle, Colorado 1) ALL WORK MUST COMPLY WITH THE 2009 IBC AND MANUFACTURER'S SPECIFICATIONS. 2) BUILDING PERMITS ARE FOR EXISTING TEMPORARY STORAGE STRUCTURES WHICH MUST BE REMOVED FROM SITE 180 DAYS FROM DATE OF PERMIT ISSUANCE. 3) SNOW MITIGATION PLAN MUST BE IMPLEMENTED WHEN TWENTY FOUR (24) INCHES OF SNOW HAS ACCUMULATED. 4) LOCKS, LATCHES AND LANDINGS PER 2009 IBC, SECTION 1008. 5) LIGHT AND VENTILATION PER 2009 IBC, CHAPTER 12. 6) ELECTRICAL FINAL APPROVAL IS REQUIRED FOR FINAL/COMPLETION INSPECTION. 7) GARFIELD COUNTY FINAL INSPECTION REQUIRED FOR COMPLETION APPROVAL. APPROVED SUEJECT TO NOTED EXCEPTIONS & INSPECTIONS GARFIELD COUNTY BUILDING EPAR Date/ 9// By LD COPY NO INSPECTION WITHOUT THESE PLANS ON SITE page of a'4'cE cop,Y BLCD-12-t1-2324 Bayou Well Services, LLC Temporary Storage Building - Unit A A Rifle BLCO-12-11-2325 Bayou Well Services, LLC Temporary Storage Building - Unit B C Rifle 0 13?you Well Services LLC warehouse Expansion 28730 Highway 6 & 24 Rifle, CO 81650 Site Plan w/ temporary storage 100 200 400 TEMPORARY WAREHOUSE STRUCTURES 1PO Box 540817 Houston, TX 77254 Phone: 281-489-7811 Fax: 281-489-6629 , csmith@temporarywarehouse.com To Whom It May Concern: The base plate detail provide with this letter are the plates the plates that will be used to attached the 50x100 structure to the ground in Rifle, CO. There will be 14 plates installed to support each Eave side upright for this structure. Each plate will have 4 stakes (3' long x 1" diameter) installed to anchor the plates to the ground. Both plates and stakes are supplied by the structure manufacture. For installation TWS will drill a 7/8" pilot hole of about 18" in depth. Then each 3' stake will be driven into the ground using an 801b jack -hammer, flush with the top of the plate surface. This method of attachment is the standard method used for the compressed dirt surface in which the structure is to be installed. If you have and questions about attachment procedures please contact me at the numbers listed above. Sincerely, Clayton Smith Director of Operations WaOm/��REGfrek V'W hcc?l• So /243 N; S. 862 c o rminisstiwmo`u`"°���• Daniel W. McGinnis, P.E. (McGinnis & Associates #19579) 31-31(7-2200 Onavratit IliteletilP5111,1.,0:1TI :(6•0111,t orem tsqorge mew utZ,teliZiale '4 X*. A. ay FCCICP TRTh4I B. F- 'fad 393;22 .214111 -427 fl -1- :24 !cr.. —Of - ? I vs rn 20Lflrg I tt "CZ ts. tec,i Lto tt o r 4 T:rAtir FFITP, • , . I e tEhi ;4- 45 25 205 es),0 i3se, "De 4:*,t.', '' .4i. 'ICA • 5.'97<0 '41-, :,.:: ..31..i•O fr' c.)t) • Ai) # °/ONAL 4imiunisooge Welcome to Temporary Warehouse Structures Page 1 of 1 Call Us Today 281-489-7811 P.O. Box 540817 Houston, TX 77254 Fax: 281-489-6629 Email Us Home Structures Installation Brochure Quote Need More Space? We Are The Answer. Temporay Warehouse Structures provides portable warehouse buildings from 1,600 sq. feet to 50,000 sq. feet and more! We Deliver, Install and Remove anywhere in the United States and Canada. In the past, when companies needed more storage space, they could rent or build a permanent structure - which was very costly. Or set up a tent - which lacked strength and security. Now, Temporary Warehouse Structures offers what mare and more businesses are finding to be a superior alternative. If your company is storing valuable product, why not go with aproven solution? Our structures have been used extensively in Europe and Australia for decades. They are constructed of rust -free galvanized steel and anodized aluminum. Engineered for extreme wind and snow, they have withstood the freezing gales of the North Sea and the blistering summers of the Australian outback.. Best of all: they can be built at a fraction of the cost of a brick -and - mortar structure. To further ensure that your contents remain safe, our thermo-roof and insulated steel wall panels provide a comfortable climate in all seasons. So whether it's automobile components, electronics, or pallets of pre-packaged concrete, almost anything can be stored safely inside our weather tight structures for years to come. Durable UV - resistant roof panels also allow natural light inside the structure. And, once installed, little to no maintenance is required. We make the process seamless. Before construction, we discuss your company's needs and collaborate on the best solution. When it comes to installation, we provide all tools, equipment, supervision, and labor. There are no hidden costs and no extra procedures. • Your structure can be delivered in just weeks and built within. days (as compared to months or years for permanent construction). And no special foundation is required. Which means your structure can be built on dirt, asphalt, existing concrete - allowing you to make smart use of available space. • What if another 2,000 square feet of storage are suddenly required? Our structures are easily expandable. In fact, we can add additional five -meter -length bays without dismantling the original structure. Another plus: your structure can be customized with roll -up overhead doors or personnel doors to suit your operational needs. Our structures are equally flexible when it comes to financing. Your company may choose to lease and write off the expense. When purchased, TWS also provides an attractive buy-back program should your business no longer require the structure. From beginning to end, we are committed to exceeding expectations - with the expertise and dedication of our team. And with the unsurpassed quality of our structures. Professional Website Design provided by DE Web Works a n in n inn11 Temporary Warehouse Structures - Specifications Page 1 of 2 Structures Advantages Applications Specifications Flexible Specifications Choose your: • Length • Width • Height • Non Insulated • Insulated • Lease (6 month minimum) • Purchase (Buy Back Plan available) Home structures Installation Brochure Quote Temporary Warehouse Features Width: 32', 50', 66', or 82'(cllck dimension to see corresponding graphic) Length: Unlimited [in 16' (5m) increments] Eave Height: 15' Standard; 18' and 21' optional Non Insulated: Single ply 26 gauge painted steel or Single ply 21 ounce vinyl coated fabric - flame retardant Insulated: Double ply foam insulated 26 gauge painted steel or Double ply 21 ounce vinyl coated fabric - flame retardant - air insulated Optional Building Equipment • Steel Overhead doors 15' wide (14', 16', 18' tall) • Steel Personnel doors • Wind Bracing Safety and Security • Snow and wind load rated • Fully engineered • Expandable • Certified Flame retardant vinyl Finance Plans • Lease (6 month minimum) • Purchase • Purchase/Buyback Structure Frame: 6061T Aluminum box beam extrusions. 252mm x 122mm for 32' and -50' wide structures. 334mm x 122mm for 66' and 82' wide structures. Standard eave (lowest point) height = 15'. Temporary Warehouse Structures - Specifications Page 2 of 2 Call Us Today 281-489-7811 P.O. Box 540817 Houston, TX 77254 281-489-7811 Fax: 281-489-6629 Email Us 18' and 21' eave heights available on 66' and 82' wide structures. Roof Pitch = 18 degrees on all structures Frame spacing = 5m (16'3") No internal supports. Interior space is clear span. Frame Connections: Galvanized steel inserts (50 ksi minimum) at all joints of rafters and eave uprights. Rafters and uprights are bolted with galvanized 3/4" (20mm) bolts. Purlins: Eave, ridge, and internal roof areas - galvanized steel square tubing In 16' lengths provides bracing to the structural elements. Cables: Roof and eave cables located in the first 5m and last 5m bays at a minimum. Structures exceeding 150' In length will have additional cabling. Walls: Insulated wall system with 26 -gauge steel Inner and outer layers. Insulating 2" thick foam core. 36" x 15' 11" panels tongue -and -groove together and are stacked vertically to achieve desired eave height. R -Value - 17.2. Non -insulated wall system with 2" thick, hollow core, steel reinforced, extruded PVC. 10" X 15' 11" panels are stacked vertically to achieve the desired height. Hollow core provides some dead air space insulation. Roof Fabric: Air -inflated double layer of 20 oz/sq. yd. PVC coated polyester with 300 pli minimum tensile strength. Flame-retardant fabric meets fire codes. R -Value -4 (estimated). Allows sunlight into the interior space. Requires a 110V, 20 amp outlet for air pump operations. Wind Load: 90 mph Zone C exposure with Standard'Importance Factor of 1.00 (20 psf at 100' height). Snow Load: 15 psf (about 24" of snow at 13% density) snow -load support cables are placed every 5m, spanning eave to eave to prevent structural deflection under loading. Doors: Overhead - chain -hoist -operated, single -ply steel sheeting roll -up doors. 14' height is standard. Widths In 15' 7" or 16', depending on placement in the structure perimeter. • Optional motorized and/or wind lock overhead doors available. • Personnel - 3' x 6' 8", insulated, 20 -gauge steel, hollow -core doors with lever handles. Non-locking. Surface Structure can be erected on solid dirt, asphalt, or existing concrete. Base plates under each eave and gable upright are anchored to the surface by 3' long steel stakes or 5/8" concrete anchor bolts. Slight terrain variances can be accommodated. Note: water can seep under walls if the interior ground level is lower than the exterior. Service TWS provides a straight, vertical -walled, steel -clad, clear -span structure with a commercial/industrial gradevinyl roof and gable panels. All materials are designed and engineered for long term use. Components bolt together for easy assembly and dismantling. The same structure can be used, relocated, and reerected.repeatedly. Due to our modular -framework design, a structure can be lengthened or shortened from one job site to the next. Large square - footage requirements can be met by placing structure In a side-by-side configuration with no internal walls. A fabric gutter system between the abutted structures prevents almost all water from entering the structure. Our unique air - inflated roof panels add strength, eliminate condensation, eliminate fabric wind flutter, aid in shedding rain and snow, and add a dead -air -space insulation factor. TWS will deliver, Install, and dismantle our structure at your site. We are confident that our product and service will exceed your expectations. Choose the option that best suits your needs. Professional Website Design provided by DE Web Works 1.. 1 1/1/nn"-"-11 MeGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314)835-1224 Fax: (314)984-0561 JOB: TWS 50'x100' Storacie Tent Rifle. CO NO. 19579 SHEET NO. 1 OF 42 CALC. BY: DWM DATE: 12/12/2011 Structural Calculations for: Storage Tent 15m x 4.8m Eave Height Project Location: Rifle, CO Building Code: 2009 IBC / ASCE 7-05 \"`sp 13EIG/St"ins`i Contents Page No. Summary & Overall Dimensions 2 Dead & Live Loads 3 Snow & Earthquake Loads 4 Wind Loads 5-10 Frame Geometry 11 Load Combinations 12-16 Worst Case Loadings 17-18 Main Frame Member Design 19-24 (252/122/4) Eave Connection 25 Ridge Connection 26 Purlin (120/80/4) Design 27 Purlin (80/80/3) Design 28 Snow Tie - Cable Design Gable End Frame Design 30-31 Cable Bracing Design 32 Base Plate Design 33 Local Element Design 34-37 End Reactions - Uplift 38-41 Anchorage Design 42 • SSu0NPn eG 29 COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 2 OF 42 CALC. BY: DWM DATE: 12/12/2011 Design Summary: The design of this storage tent is based upon the Minimum Design Loads for Buildings and Other Structures (ASCE 7-05). The Occupancy Category according to Table 1-1 of the ASCE 7-05 is I - Minor Storage Facilities. The storage tent resists gravity and transverse lateral loads through a rigid frame. The vertical posts are considered pinned at the base with moment connections at the eave and ridge. The rigid frame consists of vertical column members and sloped beam members. A flat bar tension rod spans between the two eaves and resists tension loads only during snow load conditions. The storage tent resists longitudinal lateral loads through a cross bracing system. The gable ends transfer the longitudinal load through bending into the cross bracing cables at the top and baseplates at the base. Load combinations are per ASCE 7-05 Section 2.4 - Combining Nominal Loads Using Allowable Stress Design. The load combinations used for design of the rigid frame members include: D + Lr (Load Case 1) D + S (Load Case 2) - Controlling Load Case D + Wind 1 (Load Case 3) D + 0.75 Wind 1 + 0.75 Lr (Load Case 4) D + 0.75 Wind 1 + 0.75 S (Load Case 5) 0.6 D + Wind 1 (Load Case 6) - Controlling Load Case D + Wind 2 (Load Case 7) D + 0.75 Wind 2 + 0.75 Lr (Load Case 8) D + 0.75 Wind 2 + 0.75 S (Load Case 9) 0.6 D + Wind 2 (Load Case 10) Wind 1 and Wind 2 refer to the worst case transverse wind loadings. The design of the rigid frame members is controlled by Load Cases 2 & 6. The load combination that governs the design of the cross bracing is Load Case 3 using longitudinal wind pressures. The design wind speed used is 90 mph with Exposure C. The ground snow load used is 30 psf. Design of the aluminum elements is per Aluminum Design Manual 2005 and the design of the steel elements is per AISC 360-05 ASD. For design of minor storage facilities a safety factor of 1.3 has been applied to the yield strength for the design of aluminum members per Section 1.3.3 of the Aluminum Design Manual 2005. Building Dimensions: (Shown in both SI Units and United States customary units) Length ;:='30•m Width =,i 15.m Eave_height : 4.8.m Peak_height : 7.24-m Length = 98.43 ft Width = 49.21 ft Eave_height = 15.75 ft Peak_height = 23.75 ft (Peak_height — Eave_height) Mean_height := Eave_height + 2 Roof Angle: roof := atan Typical Bay Spacing: "Peak_height — Eave_height Width•0.5 Bay_spacing.= S'm Mean_height = 6.02 m Mean_height = 19.75 ft goof= 18 deg Bay_spacing = 16.4 ft COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314)835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 3 OF 42 CALC. BY: DWM DATE: 12/12/2011 Gravity Loads: Dead Load DL := 1.5.psf wDL:= DL•Bay_spacing Ib wDL=25it. Roof Live Load Concentrated Hanging Loads: A maximum of 1,000 pounds of hanging load may be applied to each rafter frame line distributed as follows: 250 pounds hung from the 1/4 points of the rafter frame 500 pounds hung from the midpoint of the rafter frame -.5k COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 4 OF 42 CALC. BY: DWM DATE: 12/12/2011 Snow Loads Reference ASCE 7-05 - Chapter 7 - Snow Loads Ground Snow Load: Importance Factor: Thermal Factor, et: Exposure Category, Ce: Flat roof snow load, pf: Roof Slope Factor, Cs: pg := 40. psf Is := 0.8 (Table 7-4) Ct:= 0.85 (Table 7-3) Ce := 0.9 (Table 7-2 - Terrain Category C - Fully Exposed) Pf:= 0.7.Ce Cy Is pg pf = 17.14 psf (® roof — S deg) Cs:= 1.0— (1.0— 0) Cs= 0.8 (70•deg — 5•deg) Sloped Roof Snow Loads, p9: Ps Cs-pf Linear Load per Bay: Earthquake Loads: S1_e9 := 1.5 55_69 := 1.0 Seismic Design Category D ps= 13.71 psf wsnow Ps'Bay_spacing MWFRS: (Reference AISC 7-05 Section 12.2.5.6) North-South: Tension Cables - Steel systems not detailed R=3 East-West: Rigid Frame - Steel system not detailed R=3 Importance Factor: 1.0 IE := 1.0 SD5 := 0.67.F Ss_e9 Cs := SDS RE IE Ib wsnow = 225 ft Fa:= 1.0 Fv:= 1.5 RE:=3 SDS = 0.67 5D1 := 0.67 Fv'S1_e9 SDi = 1.51 Cs = 0.22 Building dead load = 1.5 psf (Figure 7-2a) Equivalent lateral seismic loading: e9 := CS DL e9 = 0.34 psf Seismic loading is negligible and will not govern over wind loading. COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. 9 McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 5 OF 42 CALC. BY: DWM DATE: 12/12/2011 Wind Loads (Reference ASCE 7-05 - Chapter 6 - Wind Loads) Classification of structure is: Building, Enclosed; Low-rise with height less than 60 feet. Wind loads are determined using Section 6.5 - Method 2 - Analytical Procedure: Basic Wind Speed (mph): V := 90 Importance Factor IN, := 0.87 (Table 1-1 - Occupancy Category 1 - Certain Temporary Facilities and Minor Storage Facilities) Exposure Category: C Velocity Pressure Exposure Coefficient: KZ := 0.85 (Table 6-3) Topographical Factor: Krt:= 1.0 (Section 6.5.7.2) Directionality Factor: Kd := 0.85 (Table 6-4 - Buildings) Velocity Pressure: (I, := 0.00256•KZ Krt-Kd-V2 lwpsf qz = 13.03 psf Internal Pressure Coefficients: GCp; := 0.18 Resulting Design Wind Pressures for the MWFRS - Section 6.5.12.2.2 - Low Rise Building RoofAngle(Degrees) Building Surface 1 2 3 4 5 6 1E 2E 3E 4E 0-5 0.4 -0.69 -0.37 -029 -0.45 -0.45 0.61 -1.07 -0.53 -0.43 20 0.53 -0.69 -0.48 -0.43 -0.45 -0.45 0.8 -1.07 -0.69 -0.64 Interpolate values above shown for 5 deg and 20 deg to dete mine GC ffor 18 deg 18 0.51 -0.69 -0.47 . -0.41 -0.45 -0145 0.77 -1.07 -0.67 -0.61 Recall Velocity Pressure: qh= 13.0 psf Case 1: GCPf - GCPI when GCPI = +0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 0.18 GCp1-GCPI 0.33 -0.87 -0.65 -0.59 -0.63 -0.63 0.59 -1.25 -0.85 -0.79 gh(GCPrGCPI) psf 4.3 -11.3 -8.4 -7.7 -8.2 -8.2 7.8 -16.3 -11.1 -10.3 Case 1: GCpf - GCPI when GCP, = -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 -0.18 GCPf-GCPI 0.69 -0.51 -0.29 -0.23 -0.27 -0.27 0.95 -0.89 -0.49 M.43 gh(GCarGCPI) psf 9.0 ',' -6.6 -3.7 -3.0 4.5 4.5 12.4 -11.6 -6.4 -5.6 COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 6 OF 42 CALC. BY: DWM DATE: 12/12/2011 Consider Wind Load Cases with Wind in Direction Perpendicular to Ridge (Transverse) B = horizontal dimension of building measured normal to wind direction L = horizontal dimension of building measured parallel to wind direction hm = mean roof height of a building For transverse loading: B := Length Determine distance "a": a := max max min B = 98.43 ft x/0.1.5 \� 0.1-L 0.4•hrmr l 0.04 -mint I B/J 3 -ft L := Width L = 49.21 ft hm := Mean_height hm = 19.75 ft a=4.92ft a = 1.5m 2-a = 9.84ft 2-a = 3 m Consider Wind Load Cases with Wind in Direction Parallel to Ridge (Longitudinal) B = horizontal dimension of building measured normal to wind direction L = horizontal dimension of building measured parallel to wind direction hm = mean roof height of a building For transverse loading: B:= Width Determine distance "a": a := max max 5 = 49.21 ft min 0.1.8 \' 0.1-L 0.4•hm /B1 - Li 3.ft 0.04 -min L = Length L = 98.43 ft hm := Mean_height hm=19.75ft. a=4.92ft a=1.5m 2-a = 9.84ft 2.a = 3 m COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storaae Tent Rifle. CO NO. 19579 SHEET NO. 7 OF 42 CALC. BY: DWM DATE: 12/12/2011 Transverse Wird Load Cases (Eight Transverse Loading Cases) 6t camm T1C1 - {GCpi = +0.18) T1 C2 - (GCpi = -018) T2C1 - {GCpi = +0.18) T2(.2 - {GCpi = -0.18) 9 40 T3C1 - {GCpi = +0.18) T3 C2 - {GCpi = -0.18 (g) 4eiWt'4 T4C1 - (GCpi = +0.18) T4C2 - (GCpi = -0.18) Wind Loads by Building Surface Surface Label Case1 Pressure (Psi) Case2 Pressure (Pst) 1 4.3 9.0 2 -11.3 -6.6 3 -8.4 -3.7 4 -7.7 -3.0 5 -8.2 -3.5 6 -8.2 -3.5 1E 7.8 12.4 2E -16.3 -11.6 3E -11.1 -6.4 4E -10.3 -5.6 COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 8 OF 42 CALC. BY: DWM DATE: 12/12/2011 Longituclinai Wind Load Cases (Eight Transverse Leading Cases g r` vl rr 1 € y.,, f L1C'1 -{GCpi =+0.18) L1C2 - (GCpi = -0.18)) l REi�HizR 17. 1t G A L2C1 -(GCpi=+0.18) 1202 -1641 = -0.181 L3C1 - (GCpi = +0.18} 1302 - {GCpi = -0.18) L4C'I -(GCpi = +0.18) 14(2 - (GCpi = -0.18) Wind Loads by Building Surface Surface Label Case 1 Pressure (psf) Case 2 Pressure (psf) 1 4.3 9.0 2 -11.3 -6.6 3 -8.4 -3.7 4 -7.7 -3.0 5 -8.2 -3.5 6 -8.2 -3.5 1E 7.8 12.4 2E -16.3 -11.6 3E -11.1 -6.4 4E -10.3 -5.6 COPYRIGHT 2011 BY McGINNIS 8 ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314)984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 9 OF 42 CALC. BY: DWM DATE: 12/12/2011 Transverse Wind - Wind 1 Worst Case Loading Bay_spacing = 16.4 ft 2,a = 9.84ft Tributary width to gable ends: 1 twgable= Z'Bay_spacing Tributary width to first frame line due to distance "2a": Tributary width to first frame at normal pressures: Windward Roof Zone Zone Pressure (psf) 2 -11.34 2E -1629 TributaryWidth(ft) 2 14.76 2E 1.64 Linear Load (Ib/ft) 2 -167.4 2E -26.7 Total Load (Ib/ft) -194.1 twgable = 8.2ft tw2a := 2'a — twgable tw2a = 1.64 ft twn:= Bay_spacing — tw2a twn = 14.76 ft Leeward Roof Zone Zone Pressure (psf) 3 -8.41 3E -11.06 Tributary Width (ft) 3 14.76 3E 1.64 Linear Load (Ib/ft) 3 -1242 3E -18.1 Total Load (Ib/ft) -142.3 Windward Wall Zone Zone Pressure (psf) 1 4.34 1E 7.75 Tributary Width (ft) 1 14.76 1E 1.64 Linear Load (Ib/ft) 1 64.0 1E 12.7 Total Load (Ib/ft) 76.7 CASE 1 PRESSURES Leeward Wall Zone Zone Pressure (psf) 4 -7.71 4E -10.32 Tributary Width (ft) 4 14.76 4E 1.64 Linear Load (Ib/ft) 4 -113.8 4E -16.9 Total Load (Ib/ft) 430.7 COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle, CO NO. 19579 SHEET NO. 10 OF 42 CALC. BY: DWM DATE: 12/12/2011 Transverse Wind - Wind 2 Worst Case Loading Bay_spacing = 16.4ft 2•a = 9.84ft Tributary width to gable ends: 1 twgabin = 2'Bay_spacing Tributary width to first frame line due to distance "2a": Tributary width to first frame at normal pressures: Windward Roof Zone Zone Pressure (psf) 2 -6.65 2E -11.60 Tributary Width (ft) 2 14.76 2E 1.64 Linear Load (Ib/ft) 2 -98.1 2E -19.0 Total Load (Ib/ft) -117.2 twgable = 8.2 ft tw2a := 2•a - twgable tw2a = 1.64 ft twn := Bay_spacing - tw2a twn = 14.76ft Leeward Roof Zone Zone Pressure (psf) 3 -3.72 3E -637 Tributary Width (ft) 3 14.76 3E 1.64 Linear Load (Ib/ft) 3 -54.9 3E -10.4 Total Load (Ib/ft) -65.4 Windward Wall Zone Zone Pressure (psf) 1 9.03 1E 12.44 TributaryWidth (ft) 1 14.76 1E 1.64 Linear Load (Ib/ft) 1 133.3 1E 20.4 Total Load (Ib/ft) - 153.7 CASE 2 PRESSURES Leeward Wall Zone Zone Pressure (psf) 4 -3.02 4E -5.63 Tributary Width (ft) 4 14.76 4E 1.64 Linear Load (Ib/ft) 4 -44.5 4E -9.2 Total Load (Ib/ft) -53.8 COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 11 OF 42 CALC. BY: DWM DATE: 12/12/2011 COPYRIGHT2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 12 OF 42 CALC. BY: DWM DATE: 12/12/2011 Load Case 1: Dead Load + Live Load -.5k Load Case 2: Dead Load + Snow -237.171 Ib/ft COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 13 OF 42 CALC. BY: DWM DATE: 12/12/2011 Load Case 3: Dead Load + Wind 1 � s -23.7171bsr Iftelan*Po tit war 94113/11 s -771b i� -23.7171bIft s r`'r. sr,if lres lIlk Load Case 4: Dead Load + 0.75 Wind 1 + 0.75 Roof Live Load -.375k COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 14 OF 42 CALC. BY: DWM DATE: 12/12/2011 Load Case 5: Dead Load + 0.75 Wind 1 + 0.75 Snow -163.807Ihfft 1111110144 -183.8071btft 0 0141•4114414140 11 till 4 % "Ittlibiliti 11 145.5lb/ft al mtimm si in wo alin si si nommim -57.751h • Load Case 6: 0.6 Dead Load + Wind 1 0,1 -14.231b/ft t' 1941btft .I -771h r -14.2310t COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314)835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 15 OF 42 CALC. BY: DWM DATE: 12/12/2011 Load Case 7: Dead Load + Wind 2 -23.7171b/ft 23.7171b1ft���►f iv ant 1gni� 171b/ft a tI -1541b Load Case 8: Dead Load + 0.75 Wind 2 + 0.75 Roof Live Load -.375k COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 16 OF 42 CALC. BY: DWM DATE: 12/12/2011 Load Case 9: Dead Load + 0.75 Wind 2 + 0.75 Snow -183.8071b/ft 4 hi -183.8071b/ft 87.751b,Ot � 11 N I Iw 191: to -115.51b Load Case 10: 0.6 Dead Load + Wind 2 lc a 1 Malin 14.231b/ft� —% VISSwr 1171b/ft MMIld Mrs MOO 1.11110 1541b i - -14.231b/11 COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 17 OF 42 CALC. BY: DWM DATE: 12/12/2011 Maximum Moments & Axial Loads (DL + Snow) (Load Case 2] 178.3 78.3 Maximum Moments (kips - inch) Maximum moment in column member: Maximum moment in beam member: Maximum Axial Loads (kips) Mmax 2c 89.3•kip•ir mmex_2b := 178'kip•ir Maximum axial load in column member: Maximum axial load in beam member: Maximum axial load in snow tie cable: 11.6 Amax 2c: kip Pmax_26 11.6•kip 9:7•kip COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 18 OF 42 CALC. BY: DWM DATE: 12/12/2011 Maximum Moments & Axial Loads (0.6 DL + Wind 1) [Load Case 6] � 133.6 132.3 61.2 1.2 Maximum Moments (kip -inch) 32.3 -4.4 Maximum Axial Loads (kips) Maximum moment in column members: Maximum moment in beam members: Maximum axial load in column members: Maximum axial load in beam members: Mmax_6c 361.2-k1p'ir Mmax6b:= 361.2-kip•ir Amax 6c := -4.3*kip Pmax16b:= 2.8•kip (Tension Only) -3 COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 19 OF 42 CALC. BY: DWM DATE: 12/12/2011 Determine Bending Capacity of 252/122/4 Section (Beam Member) Section & Material Properties: Ftu := 50•ksi Fty:= 36. ksi Aluminum is 6082-T5 Fcy:= 36•ksi Fsu:= 24•ksi Ea := 10100. ksi tsec 4•mm dsec := 252.mm bsec := 122mm dsec = 9.92 in bsac = 4.8in tsec = 0.16in Jsec = 45.52 in4 Sxs := 235. cm3 ix_sec 2948.cm41 sec 961.cm4 rx_sec:= 8.93•cm ry_sec 5.10•cm Asec := 36.95•cm2 Asec = 3695 mm` Ase, = 5.73 in2 Buckling Constants (Compression in Beam Flanges): 5c:= Foy \ 0.51 1 + Fcy 1 Bc = 40.55 ksi ksi 2250 _J0.5 13,et Dc 10E \,a g, Cc:=0.41•Dc Factor of Safety: ny := 1.3 Member Length: Do = 0.26 ksi Cc = 64.7 nu := 1.95 Lmem :J (Width.0.5)2 + (peak height - Eave_height)2 Lmem = 7.89 m Lmem = 25.88 ft := Lmem. 1 Slenderness limits: Slenderness ratio: SR :_ Lb = 8.63ft Cb := 1.0 2 Bc - Fcy 1.6 Dc Lb'Sxs Sl = 123 0.5•Cb'4 ly_sec'Jsec Allowable compressive stress: Fc := if Allowable bending capacity: Foy SR <Si, -,i ny 52. SR = 91.57 C 2 1 6) S2 = 1635 n2'Ea SR < S2, 1 •(Bc - 1.6•DG V7) ny 2.56•ny SR Ma252_beam 5)(5. FC Ma252_beam -.397 kiP'ir Fo = 27.69 ksi COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314)835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storaae Tent Rifle. CO NO. 19579 SHEET NO. 20 OF 42 CALC. BY: DWM DATE: 12/12/2011 Determine Bending Capacity of 252/122/4 Section (Column Member) Aluminum is 6082-T5 Section & Material Properties: Ftu := 50. ksi Fty = 36. ksi tsec 4•mm Jsec = 45.52 in4 Asec 36.95•cm2 Fey := 36•ksi Fsu:= 24•ksi Ea := 10100.ksi dsec = 252•mm bsec 122•mm dsec = 9.92 in Sxs:= 235 -cm3 Ix_sec:= 2948•cm41 sec:= 961 cm4 Asec = 3695 mm2 Asec = 5.73 in2 Buckling Constants (Compression in Beam Flanges): Fcy 1 0.5 Bc:= Fcy 1 + ksi 2250 0.5 Bc �De Dc 10 Ea 50 Cc := 0.41 • Pc Factor of Safety: Member Length: Slenderness limits: ny:= 1.3 Be = 40.55 ksi Dc = 0.26 ksi Cc = 64.7 nu := 1.95 Lmem Eave_height Lmem = 4.8m Lb Lmem Lmem = 15.75 ft Lb= 15.75ft Cb:= 1.0 2 s1:= I\ 1.6 De Slenderness ratio: SR : Allowable compressive stress: Fe:= Allowable bending capacity: Lb'Sxs S1 = 123 0.5•Cb'4 ly_sec sec Fcy SR <S1,—,i ny bsec = 4.8 in tsec = 0.16 in rx_sec:= 8.93•cm ry_sec 5.10•cm Cc 2 S2. 1.6 SR = 167.19 SR < S2, 1 •(B0 — 1.6.D R ny Ma252_col Sxs'Fc S2 = 1635 m2'Ea 2.56.ny SR Ma252_co1 = 389 kip'ir 1 Fc = 27.11 ksi COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 21 OF 42 CALC. BY: DWM DATE: 12/12/2011 Determine Axial Capacity of 252/122/4 Section (Beam Member) Section & Material Properties: Ftu:= 50. ksi Fty:= 36-ksi Fcy:= 36-ksi tsec 4•mm duet 252•mm bsec 122.mm dsec=9.92 in sec = 45.52 io Sxs:= 235.cm3 Ix_se := 2948-cm4Iy sec:= 961•cm4 Asec := 36.95•cm2 Asec = 3695 mm` Asec = 5.73in2 Buckling Constants (Compression in Columns): Fcy 1 [3c := Fey 1 + ksi 2250/ 0.5 6c = 40.55 ksi Factor of Safety: Member Length: ny:= 1.3 Bc X0.5 Bc 10E \ al Dc = 0.26 ksi nu := 1.95 Aluminum is 6082-T5 Fsu:= 24 ksi Ea 10100•ksi bsec = 4.8 in tsec = 0.16 in rx_sec 8.93.cm Bc Cc := 0.41' —pc Cc = 64.7 Lmem (Width.0.5)2 +:: (Peak height - Eave_height)2 Slenderness limits: Si := Slenderness ratio: Lb=8.63ft Cb:=1.0 nu.Fcy 1 Bc-- <0,0, Bc- ny / Dc 52:= Cc S2 = 65 k• Lb SR := rysec Allowable compressive stress: Foy Fe := SR <51,—,i ny Allowable axial capacity: SR = 51.55 - nu'FcY 1 ny / Dc 1 &2 -Ea SR < S2,.(13c - D SR), nu2 nu•SR Pa252 beam AsedFc ry_sec := 5.10cm kt := 0.5 k2 := 2.04 k := 1.0 Lmem=7.89m Si=0 Fe= 14ks1 Pa252:.beam := 80 2 kip Lmem = 25.88 ftl COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 22 OF 42 CALC. BY: DWM DATE: 12/12/2011 Determine Axial Capacity of 252/122/4 Section (Column Member) Section & Material Properties: := 50•ksi Fty:= 36 ksi tsec:= 4•mm dee, = 252.mm bsec= 122.mm Jsec = 45.52 in4 Sxs := 235•cm3 Aluminum is 6082-T5 Fey := 36. ksi Fsu:= 24-ksi Ea := 10100. ksi dsec = 9.92 in bsec = 4.8 in tsec = 0.16 in Ix_sec:= 2948•cm41y_sec 961•cm4 rx_sec 8.93 -cm ry_sec 5.10 -cm Asec := 36.95 -cm2 Asec = 3695 mm` Asec = 5.73 int Buckling Constants (Compression in Columns): 5c:= Fcy.[1 + 5, = 40.55 ksi Factor of Safety: Member Length: Fcy 1 0.5 1D ksi 2250 fly := 1.3 0.5 ec ec 10 \Eai Dc = 0.26 ksi nu := 1.95 Lmem Eave_height Lm err Slenderness limits: S1 := if 5, - Slenderness ratio: 52:= C0 IC' Lb SR:= ry_sec Allowable compressive stress: Fe := i S Allowable axial capacity: Allowable tension capacity: ec Cc 0.41-- k1 := 0.5 k2 := 2.04 k := 1.0 Dc Lmem = 15.75 ft Lb = 15.75 ft Cb := 1.0 nu'Fcy 1 <0,0, 5c- 1 Dc ny Fcy <S1,- ny S = 65 SR = 94.12 Cc = 64.7 nu'FcY 1 ny Dc 1 SR < S2, •(50 - Dc -SR), n no SR2 51=0 pa252_col Asec'Fc Asec'Fty Ta252 fly pa252_col = 33.1 kip Ta252 = 158.6 kip Fc = 5.77 ksi COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 23 OF 42 CALC. BY: DWM DATE: 12/12/2011 Interaction Equations for Combined Axial Compression & Bending for 252/122/4 Section Load Case 2 Interactions (Beam Member) Maximum Axial Load: Pmax 2b = 11.6kip Allowable Axial Capacity: Pa252 beam = 80.2 kip Maximum Moment: Allowable Moment: Mmax_2b = 178 kip in Ma252 beam = 397.12kip•in Interaction Equation: (Aluminum Design Manual Equation 4.1.1-2) Pmax 2b Pa252 beam Mmax 2b Ma252 beam Load Case 2 Interactions (Column Member) Maximum Axial Load: — 0.59 < 1.0 OK Pmax 2c= 6.2 kip Allowable Axial Capacity: Pa252 col = 33.05 kip Maximum Moment: Allowable Moment: Mmax 2c = 89.3 kip'in Ma252 col = 388.71 kip•in Interaction Equation: (Aluminum Design Manual Equation 4.1.1-2) Pmax 2c Pa252 col M max 2c + — 0.42 M a252_col < 1.0 OK COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 24 OF 42 CALC. BY: DWM DATE: 12/12/2011 Interaction Equations for Combined Axial Compression & Bending for 252/122/4 Section Load Case 6 Interactions (Beam Member) Maximum Axial Load: Amax 6b= 2.8 kip Allowable Axial Capacity: Pa252 beam = 80.2 kip Maximum Moment: Allowable Moment: Mmax 6b = 361.2 kip -in Ma252 beam = 397 kip -in Interaction Equation: (Aluminum Design Manual Equation 4.1.1-2) Pmax6b Pa252 beam M max_6b + 0.94 < 1.0 OK Ma252 beam Load Case 6 Interactions (Column Member) Maximum Axial Load: Pmax 6c = -43 kip Allowable Axial Capacity: T8252 = 158.6 kip Maximum Moment: Allowable Moment: Mmax 6c = 361.2 kip•in Ma252 col = 389 kip•in Interaction Equation: (Aluminum Design Manual Equation 4.2.1-1) Pmax_6c Ta252 Mmax 6c - 0.96 < 1.0 OK + Ma252 col COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 25 OF 42 CALC. BY: DWM DATE: 12/12/2011 Determine Bending Capacity of Steel Insert @ Eave Connection Fy-insert 36•ksi Section is built up U65 Channels at top and bottom w/ PL200mmx5mm at each side Section Properties of U-65 Channel Au65:= 9.03.102.mm2 Au65= 1.4in2 Ysu65 := 1.42.10 -mm Ysu65 = 0.56 in Izu65:= 14.1.104•mm4 Izu65 = 0.34 in4 Section Properties of Plates: Combined Section Properties: dplate 200.mm dcomb 230'mm Acomb 2'(Au65+ dplate'bplate) Acomb = 5.9 M2 bplate 5•mm bcomb 65 mm + 2.bplats 2•[I + A (d 0.5 - )2l + 2• 1 •b d 3 lx_comb zu65 u65' comb' Ysu65)21 12 plate' plate bcomb = 75 mm Ix_comb = 60.78 in4 Determine centroid of equal areas above and below neutral axis for determining plastic section modulus: Z cent: 0.5•dplate'bplate'2 + Au65 O.S dplate'bpiate' 0.5•dplate'2 + Au65'(dplate'0.5 Ysu65) Distance between the two centroids: Plastic section modulus, Zcomb: Allowable Bending Moment: Maximum Bending Moment @ Connection: dcent:= 2.cent Acomb Zcomb 2 'dcent Mau65 Fy_ins ert'Zcomb 1.67 Mmax_eave max cent = 3.67 in dcent = 7.340 Zcomb _ 21.66 in3 Mau65 = 467kip•ir ti kA max_2c Mmax_6c1, Mmax save = 361 kip•in OK COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storaoe Tent Rifle. CO NO. 19579 SHEET NO. 26 OF 42 CALC. BY: DWM DATE: 12/12/2011 Determine Bending Capacity of Steel Insert @ Ridge Connection Fy_insere := 36 ksi Section is built up U65 Channels at top and bottom w/ PL200mmx5mm at each side Section Properties of U-65 Channel Au65 9.03 -102 -mm2 Au65= 1.4 M2 Ysu65 1.42.10•mm Ysu65 = 0.56 in Izu65 14.1.104- mm4 Izu65 = 0.34 in4 Section Properties of Plates: Combined Section Properties: dplate 200 -mm dcomb 230mm Acomb 2'(Au65+ dplate'bplate) Acomb = 5.9102 bplate 5.mm bcomb 65•mm + 2•bplate bcomb = 75 mm 1 lx comb := 2'[Izu65 + Au65'(dcomb'0•5 — Ysu65)2J + 2' 1z'bplate'dplate3 Ix_comb = 60.78 in4 Determine centroid of equal areas above and below neutral axis for determining plastic section modulus: Z cent := 0.5'dpIate'bplate'2 + Au65 0.5•dplate•bplate'0.5'dplate'2 + Au65'(dplate'0.5 — Ysu65) Distance between the two centroids: Plastic section modulus, Zcomb: Allowable Bending Moment: Maximum Bending Moment @ Connection: dcent:= 2 -cent Acomb Zcomb 2 dcent Mau65 Fy_insert•Zcomb 1.67 Mmax_26" Mmax— 6b�� Mmax_ridge max cent = 3.67 in dcent = 7.34 in Zcomb = 21.66 in3 Mau65 = 467 kipin Mmax_ridge = 361 kip•in OK COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 27 OF 42 CALC. BY: DWM DATE: 12/12/2011 Eave Purlin - Determine Axial Capacity of 120/80/3 Section Member Length: Lmem 5'm Section & Material Properties: tsec 3•mm Jsec = 6.13 in4 Lmem = 16.4 ft Lb Lmem Member is S235 Steel Lb=16.4ft Cb:=1.0 Fy:= 36-ksi Fu := 58-ksi Es := 29000•ksi tsec=0.12in dsec 120•mm dsec = 4.72 in bsec 80•mm bsec = 3.15 in Ix_sec:= 12.bsec.dseo – 12.(bsec – 2'tsec)'(dsec – 2'tsec)3 ly_sec:= 'dsec'bsec 12 — --(dsec — 2'tsec)'(bsec — 2.tsec)3 Asec dsec'bsec – (dsec – 2'tsec)'(bsec – 2't,„) rx_sec:= sec lx_sec A Zx_sec 2 bsec'dsec 4 rx_sec = 1.78 in y_sec • bsec – 2'tsec)'(dsec – 2'tsec)2 4 Unbraced length and buckling factors: K120 = 1.0 L120 Lmem KL_over5120 Determine allowable axial stress: n2'Es Fe120 2 KL_over_r120 Fcr120 if Fe120 = 12.49 ksi Es K120' L120 rysec lx_sec = 5.73 in4 ly_sec = 3.05 in4 As„ = 1.8in2 ly_sec FY KL_over_r .71•I — ,0.877.E Fe120 120 > 4 e120,0.658 •Fy F Y rysec = 1.3in Zx sec = 2.91n3 KL_over_r120 = 151.35 Allowable axial capacity: Maximum axial load: I'a120 Asec'Fcr120 Finax_120 Fcr120 = 10.96 ksi I'a120.=. 19.8 kip Mean_height Width 2 6 12.4•psf Finax_120 =-1 kip OK COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 28 OF 42 CALC. BY: DWM DATE: 12/12/2011 Intermediate & Ridge Purlin - Determine Axial Capacity of 80/80/3 Section Member is S355 Steel Member Length: Lmem := 5-m Section & Material Properties: tsec 3'mm Lege = 0.12 in Jsec = 3.36 in4 Lmem 16.4ft Fy:= 50•ksi Lmem Lb = 16.4 ft Cb := 1.0 Fc := 65- ksi Es := 29000- ksi dsec := 80 -mm dsec = 3.15 in bsec 80 -mm lx_sec:= 1'bsec'dseo 1'(bsec — 2'tsec)'(dsec — 2.tsec)3 12 12 ly_sec:= 112 'dsec'bsec3 — 112 .(dsec — 2'tsec)'(bsec — 2'tsec)3 Asec dsec'bsec — (dsec — 2't54(bsec — 2-tsec) lx_sec rx_sec= rx_sec = 1.24 in 1.! Asec Zx sec IX 50G = -2104 lysec = 2.2 in4 Asec = 1.43 in2 ly_sec ry_sec Asec bsec'dsec2 bsec — 2'tsec)'(dsec — 2.tsec)2 4 4 Unbraced length and buckling factors: K80:= 1.0 Lg0 Lmem KL_over_r80:- Determine allowable axial stress: T2 -Es Fe80 2 KL_over_r80 Esrey) = if Fe80 = 11.33 ksi K50' L80 ry_sec FY KL_over_rg0 > 4.71 s,0.877•Fe80,0.658Fe• 80 Fy FY bsec = 3.15 in ry_sec= 1.24 in Z556= 1.631n3 KL_over_r80 = 158.94 Allowable axial capacity: Maximum axial load: Fa80 Asec'Fcr80 pmax_80 Fcr80 = 9.94 ksi Paso 14.2 kip Mean_height Width 12.4• psf 2 3 pmax_80 = 2.01 kip COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 29 OF 42 CALC. BY: DWM DATE: 12/12/2011 Snow Tie Between Eaves - Axial Tension Capacity of 26 mm Cable Member is minimum A36 Steel Maximum axial tension in flat bar: Tfb = 9.7 kip Member Length: Litern = Width Section & Material Properties: dsec 26 -mm dsec = 1.02 in Asec = dsec Ft := FY 1.67 n Allowable axial tension capacity: Bolted connection of rod: Lmem = 49.21 ft Fy:= 36 ksi Asec = 0.82 in2 Ft = 21.56 ksi := 58•ksi Es := 29000•ksi Tallow Asec Ft Connection is (1)-20mm diameter bolts in double shear: Bolt area: Number of bolts: Abolt= (20mm)2 Nbolts 1 Number of shear planes: Nsp := 2 Allowable shear stress per bolt: F„ := 24 ksi Connection capacity: Tallow = 17.74 kip OK Abolt = 0.49 in2 Fallow Abolt Nbolts'Nsp'Fv Fallow = 23.37 kip OK COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 30 OF 42 CALC. BY: DWM DATE: 12/12/2011 Consider Gable End Framing Gable end is subjected to longitudinal wind loading Zone 1 E wind pressures: Pw_1E := 12.4•psf Zone 1 wind pressures: Wind load tributary to vertical gable member: End member: twend 2.5•m wwind_end twend'Pw_1E Member length: Lmem 4.2.M Maximum moment in end member: Inside members: twin := 5-m Pw_1 9 psf Ib wwind_end = 102 ft 2 1 Mmaxend wwind_end'Lmem "-8 wwind_in 9w_1E0.5'm + pw_1'4.5'm Member length: Lmem 5.3-m Maximum moment in inside member: Mmax_end = 29kip•in Ib wwind_in = 153 ft 21 Mmax_in wwind_in'Lmem '- 8 Mmax_in = 69kip•in COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 31 OF 42 CALC. BY: DWM DATE: 12/12/2011 Determine Bending Capacity of 252/122/4 Section (Gable End) Section & Material Properties: Ft„ := 50 ksi Fty:= 36. ksi Aluminum is 6082-T5 Foy := 36. ksi F„ := 24-ksi Ea := 10100•ksi tnec 4 -mm dsec 252•mm bsec 122'mm dsec=9.92 in bsec = 4.8 in tsec = 0.16 in Jsec = 45.52 in4 Sxs:= 235•cm3 Ix_sec 2948-cm4ly sec 961•cm4 rx_sec 8.93 -cm As„ := 36.95•cm2 Ase, = 3695 mm2 A„0 = 5.73in2 Buckling Constants (Compression in Beam Flanges): � (Foy 1 \0.51 Bo := Fcy• 1 + — J Bo = 40.55 ksi ksi 2250 B0 B0 \0.5 Do := 10 Ea Bo Cc 0.41- D c Factor of Safety: Member Length: Slenderness limits: Dc = 0.26 ksi Co = 64.7 ny:= 1.3 nu := 1.95 Lmem := Eave ,00.01 Lmem = 21.08 ft Eave_height S1 : Slenderness ratio: SR :— Allowable compressive stress: CBc— Foy 2 16Dc Lb'Sxs Lb = 15.7: Cb := 1.0 SI = 123 0.5•Cb•4 ly_seo•Jsec Fey Fc := if SR <S1,— ny Allowable bending capacity: 52:= SR = 167.19 rysec 5.10•cm S2 = 1635 i{SR < S2, 1ny -(B, — 1.6.D, J LL 2.56•nySR Ma252 Sxs'Fc Ma252.=:389 kip•in 7r2. Ea Fc = 27.11 ksi Mmax_in = 69kip•in OK COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 32 OF 42 CALC. BY: DWM DATE: 12/12/2011 Check Cable Bracing: Maximum wind pressures per zone: Area of 1/2 of end tributary to brace: Pw_1E = 12.4 psf Pw_1 = 9 Psf Pw_2E 11.6•psf Pw_2 := 6.6•psf Eave_height 1 Ahalfend Width• 2 + 2 Width•(Peak_height — Eave_height) — Pw_4E 5.6•psf Pw_4 3•psf Area of wind zone 1E tributary to brace line: Area of wind zone 1 tributary to brace line: Total wind force tributary to brace line: Minimum number of braced bays: Angle of cable brace: Force in Cable Bracing: Cable is 12mm diameter A603 Steel: Worst case uplift at braced bays: Tmax Fcable'sin(abrace) + Pw_2E' Tmax = 5.83 kip •0.5 Ahalfend = 292ft2 Azone1E 2.a•Eave_height + 2.2•a-(2-a).tan(Oroof) AZone1E = 171 ft2 AZone1 Ahalfend — AZone1E AZone1 = 122ft 2 wind (PwiE + Pw_4E)'AZonelE + (Pw_1 + Pw 4)'AZonel Nbays := 2 abrace atan Fcable Eave_height Bay_spacing wind 1 Nbays cos(abrace) dcable 12'mm Fcable ft:= Acable abrace = 43.83 deg Fcable = 3.14 kip 2 n Acable dcable '4 ft = 17.92 ksi Ft := 100-ksi•0.6 Ft = 60 ksi OK / 2a cos(0 roof) Tmax_endcorner Fcable'sln�abrace) + [Pw_2E + Pw_2• Pwind = 4.53 kip Acable = 0.18 in2 7 Width 2•a )1 Bay_spacing \,2•cos(0roof) cos(0roof) 2.a 11 Bay_spacing cos �Oroof) 2 J 2 [Pw_2E 2a 1 WdthTmaxgable ' cos�Oroof) 2 + PC. w 2 (2'cos(Oroof) c°4®roof) 2•a Bay_spacing 2 Shear at base plates at braced bays: Shear at interior gable members: Vmax Fcable'cos(abrace) Vmax = 2.27 kip Tmax_endcorner = 2.67 kip Tmax_gable = 1.33 kip Vgable Eave_height 0.5.5.mppw_1 Vgable = 1.16 kip COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 33 OF 42 CALC. BY: DWM DATE: 12/12/2011 Base Plate Design Maximum reaction at base plate: pmaz='6.2 kip Shear capacity of 16mm diameter pin Apin:= (16•mm)2'r 4 Apin = 0.31 in2 Allowable shear stress on pin: Fcpie := 12 ksi Number of shear planes:. NSP 2 Pin Capacity: Pa_pin := Apie.Fv_pin Sp Il --. proL, I ill III Pa_pin = 7.48 kip Axial capacity of PL 20x130x130 := 130•mm tprate:= 20 -mm Lb:= 130 mm -2.1 dplate rplate := 0.2886 tplate Lb rplate KL over r:= rplate = 5.77 mm KL over r = 47.3 Aplate := 20 mm•130•mm Aplate = 4.03 in2 Fa := 19.1.ksi Pa_plate := Aplate'Fa Pa_plate = 77.Okip OK Available strength of base plate Assume effective plate dimensions: Nbp 150•mm Bbp := 600 mm 'bp := 290•mm 3.33•Pmax trill" := lbp' 36•ksi.Bbp•Nbp tmin = 18.6 mm Actual baseplate thickness is 20mm - OK. Lb = 273 mm COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 34 OF 42 CALC. BY: DWM DATE: 12/12/2011 Local Elements of 252/122/4 Profile Formulas for Buckling Constants Compression in Columns and Beam Flanges: 5e := FcyL1 + i \ 0.5 \ 0.5 Fey Bc Bc Bc 22500. ksi D0• 10 Ea Cc := 0.41•De Axial Compression in Flat Elements: BP• •= FOy \ 0.33 Fcy ksi 11.4 5 (g 0.5 D := • P P P 10 \Ea Bending Compression in Flat Elements: (Fcyj0.33 ksi Dbr := 1.3 -Fey- 1 + 7 B CP := 0.41.— P P Bbr (6 Bbr"0.5 2- 5b, Dbr 20 . EaCbr 3 Dbr br Bbr = 68.61 ksi Dbr = 0.69 ksi Ultimate Strength of Flat Elements in Compression: klc := 0.35 k2c := 2.27 Ultimate Strength of Flat Elements in Bending: kib := 0.5 k2b := 2.04 Cbr = 66.04 COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 35 OF 42 CALC. BY: DWM DATE: 12/12/2011 Local Elements - Bending Consider Flange Section: Uniform compression beam element - flat element supported on two edges (Section 3.4.16) Flange element width: bf := 72 mm S1 :_ 1.6•DP P — FcY bf — = 18 tf Far:= bf Fc —�51, y> tf ny S1 = 20.54 Flange element thickness: tf := 4 mm kib'5p S2 1.6.DP bf 1 bfl k26' Sp'Ea tf<92,ny• 5p-1.6DP tf bf ny 1.6-1 tf S2 = 46.15 F 0 f = 27.69 ksi Consider Web Section: Element in compression - flat element supported on both edges (Section 3.4.18) Web element width: 252mm-2.12.5mm-40mm Web element thickness: tw:= 4 mm co := bw + 204mm m := if (co — < —1, P1 c0 = 113.5 mm 1.3 co ,1.15 + — co 2•c1 1c1 Bbr— 1.3•FGY S1 := Si = 19.09 m Dbr bw — = 23.38 tw Fcw bw 1.3 Fey f[ tw ny Weighted average: Fc:= 1 S2,--. ny F0f• bf•tf + 2 • Fcw' bw'tw hitt + 2'bw'tw 2 G1 := bw + 20•rnm m = 1.65 52:= k1b' Sbr m'Dbr bw\ Sbr— m'Dbr'Y bw = 93.5 mm c1 = 113.5 mm k2b 14 LAN/\ m— tw i ny S2 = 30.02 Few = 32.23 ksi F0 = 30.97 ksi Therefore, lateral buckling allowable stress controls design over weighted average stress of local elements. COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314)835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 36 OF 42 CALC. BY: DWM DATE: 12/12/2011 Local Elements - Compression Consider Flange Section: Compression in column element - flat element supported on two edges (Section 3.4.9) Flange element width: nLf•F0y BP S1 bf —=18 tf Fcf ny 1.6 -DP Fey ny bf:= 72 -mm = –15.34 Flange element thickness: tf:= 4 -mm kie•Bp S2. 1.6-Dp bf 1 ( bf\ k20. Bp'E-e — < 52,— Bp ""1.6 DP f bf1 nu 1.6•— tf S2= 32.31 Fef= 19.11 ksi Consider Web Section: Compression in column element - flat element supported on both edges (Section 3.4.9) Web element width: 252 mm – 2.12.5 mm – 40 -mm 2 Web element thickness: tw := 4 -mm SI : nu'Fey BP ny 1.6•)P by - = 23.38 tw Few bw Fey — S7,— tw fly = –15.34 by 1 —<S — tw nu t nu• 1.6 — tw He' by S2. 1.6•DP bw' k26 Bp Ea 2, Bp 1.6 -DP — , i bw' bw=93.5mm S2 = 32.31 Few = 17.73 ksi COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. 0 McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 37 OF 42 CALC. BY: DWM DATE: 12/12/2011 Consider Web Stiffener: Web stiffnener element width: b5 := 40 mm Web stiffener element thickness: t5:= 8mm 51:= nu -Foy BP ny bs —=5 is Weighted average: F : 1.6•DP bs Foy [ts y Si = –15.34 bs 1 —<92,— B0-1.6•DP— , is nu \ ts� bs nu• 1.6'— \ is 52:= kw Bp 1.6.DP bs k2b BP Ea 2 • F0f bf tf + 4 • F„w bw-tw + 2 • F G5• bs is 2•br•tf+ 4•bw t,+ 2•bs is S2 = 32.31 Fcs = 22.46 ksi Fc = 19.14 ksi Therefore, axial gross allowable stress controls design over weighted average stress of local elements. COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. c McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storaoe Tent Rifle. CO NO. 19579 SHEET NO. 38 OF 42 CALC. BY: DWM DATE: 12/12/2011 Maximum uplift reactions - Transverse Wind Loads - Case 1 COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 39 OF 42 CALC. BY: DWM DATE: 12/12/2011 Maximum uplift reactions - Transverse Wind Loads - Case 2 COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive , St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 40 OF 42 CALC. BY: DWM DATE: 12/12/2011 Maximum uplift reactions - Longitudinal Wind Loads - Case 1 COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 41 OF 42 CALC. BY: DWM DATE: 12/12/2011 Maximum uplift - Longitudinal Wind Loads - Case 2 COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. McGINNIS & ASSOCIATES Structural Engineers 1110 Westmark Drive St. Louis, Missouri 63131 (314) 835-1224 Fax: (314) 984-0561 JOB: TWS 50'x100' Storage Tent Rifle. CO NO. 19579 SHEET NO. 42 OF 42 CALC. BY: DWM DATE: 12/12/2011 Anchorage of Tent to Soil (Reference 2006 IFAI Pullout Capacity of Stakes publication) Worst Case Uplift: Tmax 4.6•kip Worst Case Shear: Vmax 2.4. kip Resultant angle of pull on anchors: Resultant maximum pull on anchors: C4-61 a := atan 2.4 a = 62.45 deg max J Tmax 2 max max = 5.19 kip Anchorage is based upon owner verification of Hard (Very Dense) Soil - compacted gravel base used as a minimum Anchors are minimum 1" diameter with 36" penetration into Hard (Very Dense) Soil: Average test capacity of anchor:Fpullout 2500- Ib Correction factor for embed: Ce := 1.0 Correction factor for fastening height: Cf := 1.0 Correction factor for stake inclination: ci := 1.0 Correction factor for stake diameter: Cd := 1.0 Correction factor for load angle: CI := 0.8 Group configuration factor Ef:= 4.5 Factor of safety used: FS := 1.5 Capacity of anchorage: Pal low Ppu I I ouv Ce' Cf' Ci' Cd' CI' Ef FS Fallow= 6.00 kip COPYRIGHT 2011 BY McGINNIS & ASSOCIATES, INC. PROPRIETARY. ALL RIGHTS RESERVED. JOB: TWS 50x100' Storage Tent Rifle, CO NO. 19579 SHEET NO. 1 of 14 CALC. BY: DWM DATE: 12/12/2011 TEMPORARY ARE HOUSE STRUCTURES 1 1P0 R'ox 5408!7 :Houston, TX 77254 Phone:281-489-7811 Fax: 281-489-5529 ; cs m th@te m p o ra ryware haus e, co m 50 ft Wide Structure Line Drawing Packet „401111Witillifillif Se . gP/Si% *Sit Mco,0%, 1/0.11. 3 86 .814" •• ........ • ,4 OS/ONA\- JOB: TWS 50'x100' Storage Tent o nomomO000 y0 0 04 m mylammr o 64n• weroy_6yyaowect r(yy WYoW Gt "'9 }! n(Noii mf3 OOf' -.v Z3 Z-fcmm�l. 3O\ 2(061 V1 i R. y= Inco‘ o oYYSZo=oowma Y p Yon.- W9-m>mm0q= mw 0YwY00mzzmozmmzo-m Z$zYV23orr• 1 yOozy mm4 NT 9b 1N on NNm mN A O2R ZO a ..mom zo is +bbn woo., 0 0 w". owo Rifle7Ge-NO.49579 SHEET NO. 2 of 14 CALC. BY: DWM DATE: 12/12/2011 JOB: TWS 505(100' Storage Tent Rifle, CO NO. 19579 SFtEEF-NO. 3 �f 14 CALC. BY: DWM DATE: 12/12/2011 47 /A\ 4.\-N, \ p'ic'a\ C f 160 {� (gyp 1/ 12 N 9 N N M MO009 a H N N g Qw N n W i9NT41TRAo< 9T9Sm q. >>yyIb 8p rvA Ng n'm_>>S 420 Z3 > e. Oc C nary v2 z a m-ID<m n h_OGtimmvEn- I N 1 v 8m,v,.. R aZ>Nmrare - SAN NYOTN2 m o ae,..a," s., c o rOW ,n,✓yfOMY,wC— \MWO a=eampmwwyln°�,m 0. 11Q 31,yov�iS2P. j`i 3o NTwz vvnivo‘wA'N,w.•, wN w. N Nog` G_a 0, 9 .. 15003 JOB: TWS 50'x100' Storage Tent N 999499 w N N h WOW/MO W Pc yw 5-wm Grmyr.m.3NNeCNv0 �9a moi zaomzE 2001 i=i1 co ("4^1 z gry0m.O1. izymmx YSO6N 5-1221/2-4Nmtu > ca -2> m$-zsr ppzayy��-ryyrr211 -n MOW mumnmommtoc-mom elv"'""om"mmwmzi wnwerz0sto¢t n Y Nt01O+N ATMnanlAN NM u. tea.." t t 0 M a09 00tIN NOt1 0. 00 Gawp p vOi a R" zo rta N +09 µOp O a 0 WONN u,�� ab/1. OraIw WON 1' P.if1e Cfl Kin 19579 SHEET NO. 4 of 14 CALC: BY: DWM DATE: 12/12/2011 7312 0 4B 01 69 24 JOB: TWS 50'x100' Storage Tent Rifle, CO NO. 19579 SHFFT NO. 5 of 14 CALC. BY: DI DATE: 12/12/2011 4' 1 II I P Q F 3 Oie ZeSkhroxig urterUogt don Ce, floettlg n Param, erPt nvrrrosse und Les Uteri-telt. Sie dart Drove Zustirmung nttt# koplert, ar:Mvert odersonst dusgewertot wens.nelYastgieneteiM 'S:Fo7axrsat2rmtli Pmnpr. 247-252 desB6B verb etaLten. JOB: TWS 50'x100' Storage Tent Rifle, CO NO. 19579 SHEET NO. 6 of 14 /12 011 JOB: TWS 501x100' Storage Tent Rifle, CO NO. 19579 ahtti 140.7tf 14 CALC. BY: DWM DATE: 12/12/2011 Za imu-iy urtetiegt der dorz&t qutlgsnPorugf. der Ptunva-hss=r and desLLrr&sr&nts. Ste dart dirt?2u5tFiallgrdi Mpt5t, wehivlert oder aonstnusge.rerT r aerden6e1V•rslapentstat Sdxidenvrut2 nosh Parc r. 247– 25Zdes BGS vmtehotl'en. vDN ii Nap CON o- a L P - c. D En ca ;le Y a 08 N FTj O c --t 0 � rn �t r) rn F- r- {n c-3 i` IV rn z g D JOB: TWS 50'x100' Storage Tent Rifle, CO NO. 19579 SHEET NO. 8 of 14 GALT BY: D W M UA I t. 1 [i12t2011 11 1 cr uLmi U i EmtlMzeifytltigenParaptelerplanverfasser a rdMerimei- ecfita5etlnrt otneZslmedanragmniNtkari*t. ormdxrelsahmdmPo warner weNM9¢iVesiaBen M&ht F. 22005666 vaLgmtlen JOB: TWS 50'x100' Storage Tent Rifle, CO NO. 19579 SHEET NO. 9 of 14 CAL". °v. num nATF. 12/12/2011 FL 16/3 a..wG.ou b. JOB: TWS 50'x100' StorageTent Rifle, CO NO. 19579 SHEET NO. 10 of 14 CALC. BY: DWM DATE: 12/12/2011 28 /4 120 60,60 Sad7,09 Datum .vamr <esnnunys Per 24,6.93 SCHI4 oaat RQDENPLATTE G/EB TORPOHRUNG KariHocker Stah4Ygv Gmbh, lm Weingarten 4 4902Botl-50110 rn 5 POS.2 BINDERRAHMEN AL—PR 252/122/4 126 126 JOB: TWS 50'x100' Storage Tent Rifle, CO NO. 19579 SHEET NO. 11 of 14 CALL. BY: DWM DATE: 12/12/2011 M16 d m FL 120/10_..122mm R 028/4.-.70mm FUSSBOLZEN 016mm 252 POS R[] 100/100/4 FL 80/5 1 BODENPLATTE Sfahlbau GmbH Am Hasselbruch 20 32107 Bad Satzuflen 05208/993-0 Benennung Kamm. FUSS3UN T BINDERSTIEL Mogstab 1:5 (A4) 2000 Dotum Nome gez. 07.11. POSITIONSPLAN 2eichnungs-Nr. P 08 Gewicht in kg: gepruft Bey. geandert POS.13 GIEBELSTl1TZE AL—PR 252/122/4 FL 70/10...120mm R 028/4..70mm R 8/4 Omm FL 120/20..135mm FL 200/15..SOOmm ILL M20 JOB: TWS 50'x100' Storage Tent Rifle, CO NO. 19579 SHEET NO. 12 of 14 CALC. BY: DWM DATE: 12/12/2011 r -r nl rr 333 11 II II i BOLZEN 6mm ghgeL®e Stahlbau GmbH Am Hasselbruch 20 32107 Bad Salzuflen Tel: 05208/993-0 Benennung FUSSPUNKT GIIBELSTUTZE MoBstu 1:5 (A4} 2000 Datum gez. 08.11. Name Bey. Kamm.: POSITIONSPLAN Zeichnungs-Nr. P 11 GEwicnt in kg: gepruft gettnoort JOB: TWS 50'x100' Storage Tent 1 1, T�rtifle, CO Karl Rocker Stahl a u G m b O. 19579 IWHEETNb.13of14 (0)5208/993- i Am Hasseibruch 20, 32107 Bad Sal2utien, GERMAN'?" - Phone: 4-49 Y9 T4%S 2/12/2011 IStatik{Wandsny.do^ Item 1)1 4 metal wall •aaels (hori . t.1 Note: Sheet steel walling is to be installed horizontal, from truss upright to truss upright! System: Page: - 5 Mem 1) Walt construction rase distance 'SI ao ,+W •1 `4dyo Loading: from wind: qw=0,8`0,5"1,25=0,50 kN/m2 (Roof lining L= lined) No further verification! Mr. 0,50 4,842 / 8= 1,464 kNrrvm sel.: HOESCH Isowand LL 46 W=20.1 cm ( page a= 146.4 / 20.1 = 7.28 kN/cm2 < o perm. = 9.5 rfiesa Ce sign cat4at+otis, incUi,'kkg the drawings. are protected by the cureMlyapplicable orcvisons o3 le reyaNiny copydyht and design e-rph: ThsyMay not be copied, arch -wed oroiherwise used withoutpermission. The rrri t to der, damavesls xsary dip eccorcence with § 2247-252 of the Garman 04 Copp (Q;ge; acnes GSSstar,cb. B&5). JOB: TWS 50'x100' Storage Tent Rifle, CO NO. 19579 Kar1H©ckerStahlb aUG�i Le!}},,BrF:47vv WM SHEEDATTNE:. 14 of 14 Am Hasselbruch 20, 32107 Bad Salaurieu, GERMANY -Phone: +49 (0)5205/993.0; Fax: 993.155/-24; 2/12/2011 VStatiklti5 r5S77.doc Page: - 7 Rem 2) T russ frame Item 2) Truss frame Coordinate system: see page 16 Preli mirtary remark: The aluminium -frame storage tent is analysed in accordance with DIN 4112 as a temporary structure with a fabric sheet covering and 180 wall panels. The roof sheets are made as two -layer, self-supporting air -pillow structures. For summer use, the air pillows are kept slightly pressurised (0.10 kN/m2 max.). This makes it possible dispense with roof purlins, which would otherwise be requires to support the roof membrane. The only purlins that mustbe fitted are those that are necessary for the stability of the aluminium structure. The inflation of the roof sheets generates forces horizontally acting on the truss rails. These forces must be borne by the structure in the gable region. In the interior truss region, these forces cancel each other. tiN:c 1 1 4.y The structure is treated as a spatial system for exact calculation of the sectional forces. ;These design cekufthans,. rnapneynot be copied,s Gema,, CM1G4de 02,Alent drawings, are protected by the wrrentlyepphbae!a provisionsurlegislation regardirtf copyright and designerdBnis ft,1 ord5 mviise;.sedwithoutpermission. The tight to asrrdamagesIs reserved in a:cwdanc wit y247-252a!the ' Geseiztucn, 8Gt